Document Redmond_doc_577e08b3b8

TENW Transportation Engineering NorthWest Transportation Planning I Design I Traffic Impact & Operations 11400 SE 8th Street, Suite 200, Bellevue, WA 98004 I Office (425) 889-6747 TECHNICAL MEMORANDUM DATE: March 14, 2017 TO: Rob Crittenden, P.E. City of Redmond FROM: Jeff Haynie, P.E. TENW SUBJECT: Revised Traffic Analysis and Travel Time Study Bear Creek Design District 1 (BCDD1) Zoning Code Amendment TENW Project No. 4977 TENW has completed a revised traffic analysis of the proposed Bear Creek Design District 1 (BCDD1) Zoning Code amendment. The proposed zoning code amendment would amend the current zoning to allow non- age restricted multifamily housing. The current code allows up to 347 age-restricted senior housing units („Maximum Allowable‰) and requires any senior housing development to substantially conform to a site plan developed by Aegis („Aegis Plan‰). While the senior housing site plan itself does not specify the number of potential units associated with development in this zone, Aegis proposed to construct approximately 155 senior housing units in the zone. The applicant proposed to limit multifamily units in the zone to 248 units, and the potential traffic impacts were analyzed in 2016 („Previously Proposed Zoning Code Amendment‰). The applicant now proposes to limit all-ages multifamily units in the zone to 195 units as part of this proposed zoning code amendment. The analysis accordingly compares the traffic impacts associated with the following scenarios: A. Existing Zoning (maximum reasonable development for age-restricted housing) = 347 senior housing units) B. Existing Zoning Aegis Plan = 155 senior housing units C. Previously Proposed Zoning Code Amendment = 248 multifamily apartments D. Zoning Code Amendment (Maximum Density) = 195 multifamily apartments Findings & Conclusions Trip Generation Comparison. Scenario C – Previously Proposed Zoning Code Amendment (248 apartments). A 248-unit apartment development that would be allowed with the proposed zoning code amendment would generate 56 additional AM peak hour trips and 69 additional PM peak hour trips when compared to Scenario A (347 senior housing units). A 248-unit apartment development would generate 94 additional AM peak hour trips and 115 additional PM peak hour trips when compared to Scenario B (155 senior housing units). Scenario D – Zoning Code Amendment – Maximum Density (195 apartments). A 195-unit apartment development that would be allowed with the proposed zoning code amendment would generate 30 additional AM peak hour trips and 40 additional PM peak hour trips when compared Scenario A (347 senior housing units). A 195-unit apartment development would generate 68 additional AM peak hour trips and 86 additional PM peak hour trips when compared to Scenario B (155 senior housing units). ---PAGE BREAK--- Revised Technical Memorandum – BCDD1 Zoning Code Amendment Traffic Analysis and Travel Time Study TENW March 14, 2017 Page 2 Level of Service Comparison. The increase in vehicle delays at study intersections along Avondale Road NE with a 248-unit or a 195-unit apartment development allowed under the proposed zoning code amendment are not significantly different than the delays with a 347-unit or a 155-unit senior housing development allowed under existing zoning. Travel Time Comparison. A travel time study was conducted along the Avondale Road NE corridor between Novelty Hill Road NE and Union Hill Road NE (1.09 miles) Access to the site is assumed to be provided by the addition of a 4th leg to the signalized intersection of Avondale Road/180th Avenue NE. The addition of the 4th leg by itself is expected to cause a delay in travel time on Avondale Road. This is due to the need to provide more „green time‰ to the side street movement, thus increasing the „red time‰ for vehicles on Avondale Road. To isolate the impacts from project traffic alone, a corridor travel time analysis was conducted assuming access via an unsignalized access driveway on Avondale Road and access via the signal at 180th Avenue NE. The results are presented in the table below. Avondale Road NE Corridor Future (2019) Travel Time Results1 AM Peak Period (7-9 a.m.) PM Peak Period (4-6 p.m.) Northbound Southbound Northbound Southbound Scenario Travel Time (min:sec) Travel Time (min:sec) Travel Time (min:sec) Travel Time (min:sec) Unsignalized access on Avondale Rd NE south of 180th Ave NE A) 2019 Without Code Amendment (347 senior housing units) 2:46 5:26 5:31 2:25 B) 2019 Without Code Amendment (155 senior housing units) 2:46 5:22 5:27 2:25 C) 2019 With Code Amendment (248 apartments) 2:46 5:35 5:39 2:25 D) 2019 With Code Amendment (195 apartments) 2:45 5:32 5:36 2:25 Delta (248 apts vs. 347 sr. housing) 0:00 +0:09 +0:08 0:00 Delta (248 apts vs. 155 sr. housing) 0:00 +0:13 +0:12 0:00 Delta (195 apts vs. 347 sr. housing) -0.01 +0.06 +0.05 0:00 Delta (195 apts vs. 155 sr. housing) -0.01 +0.10 +0.09 0:00 Signalized access at Avondale Rd NE/180th Ave NE A) 2019 Without Code Amendment (347 senior housing units) 2:49 5:26 5:28 2:29 B) 2019 Without Code Amendment (155 senior housing units) 2:49 5:18 5:23 2:28 C) 2019 With Code Amendment (248 apartments) 2:49 5:44 5:46 2:29 D) 2019 With Code Amendment (195 apartments) 2:48 5:36 5:41 2:23 Delta (248 apts vs. 347 sr. housing) 0:00 +0:18 +0:18 0:00 Delta (248 apts vs. 155 sr. housing) 0:00 +0:26 +0:23 +0:01 Delta (195 apts vs. 347 sr. housing) -0.01 +0.08 +0.13 -0.06 Delta (195 apts vs. 155 sr. housing) -0.01 +0.16 +0.18 -0.05 1 Travel time study limits are between Union Hill Road NE and Novelty Hill Road NE. ---PAGE BREAK--- Revised Technical Memorandum – BCDD1 Zoning Code Amendment Traffic Analysis and Travel Time Study TENW March 14, 2017 Page 3 With unsignalized access to the development, the total travel time on the Avondale Road NE corridor between Novelty Hill Road NE and Union Hill Road NE (1.09 miles) in the southbound (peak) travel direction during the AM peak hour would be expected to be increase by only 9 to 13 seconds with the 248 apartments or increase by 6 to 10 seconds with the 195 apartments when compared to the senior housing scenarios. Similarly, the total travel time on the Avondale Road NE corridor between Union Hill Road NE and Novelty Hill Road with unsignalized access during the PM peak hour in the northbound (peak) travel direction would be expected to increase by 8 to 12 seconds with the 248 apartments or increase by 5 to 9 seconds with the 195 apartments when compared to the senior housing scenarios. Given the travel times experienced today and expected in the future, these increases in travel times are not anticipated to be significant. With signalized access to the development, the total travel time on the 1.09-mile Avondale Road NE corridor between Novelty Hill Road NE and Union Hill Road NE in the southbound (peak) travel direction during the AM peak hour would be expected to be increase by 18 to 26 seconds with the 248 apartments or increase by 8 to 16 seconds with the 195 apartments when compared to the senior housing scenarios. Similarly, the total travel time on the Avondale Road NE corridor between Union Hill Road NE and Novelty Hill Road with signalized access during the PM peak hour in the northbound (peak) travel direction would be expected to increase by 18 to 23 seconds with the 248 apartments or increase by 13 to 18 seconds with the 195 apartments when compared to the senior housing scenarios. As noted above, approximately half of this additional travel time is associated with adding a 4th leg to the signalized intersection at Avondale Road/180th Avenue NE. The off-peak travel directions (northbound in the AM peak hour and southbound in the PM peak hour) would be expected to experience minimal additional delays (1 second or less) as a result of 248 apartment units when compared to the senior housing scenarios and would be expected to result in a decrease in delays of 1 to 6 seconds as a result of 195 apartments when compared to the senior housing scenarios with signalized access. Next Steps. Approval of this zoning code amendment does not constitute approval of a specific development application. Rather, the City CouncilÊs approval of this zoning code amendment would allow the City planning department to process a development application for a non-age restricted apartment development in this zone. The development permitting process would require a more detailed Traffic Impact Analysis (TIA) for a development application that would require the analysis of the traffic impacts of a specific project. This detailed TIA would include, but may not be limited to, the following: 1. Scoping and coordination with City of Redmond 2. Additional evaluation of off-site intersections 3. Detailed evaluation of site access operations 4. Confirmation of frontage improvements 5. Confirmation of traffic mitigation (off-site and/or access-related improvements, and impact fees) ---PAGE BREAK--- Revised Technical Memorandum – BCDD1 Zoning Code Amendment Traffic Analysis and Travel Time Study TENW March 14, 2017 Page 4 Introduction The area related to the zoning code amendment is located on the east side of Avondale Road NE in the vicinity of 180th Avenue NE (see Figure This study analyzes the effect of the Zoning Code AmendmentÊs proposal to allow all-ages multi-family development in this zone and does not analyze a specific project. The current zoning would allow the development of up to 347 senior housing units under the reasonable worst case scenario that could occur under existing zoning. The current code also requires any senior housing development to substantially conform to the proposed Aegis Plan, which does not specify the number of potential units associated with development in this zone. However, Aegis proposed to construct approximately 155 senior housing units in the zone, which was ultimately not developed. It is anticipated that any future senior housing development would be allowed to construct more units than the 155 senior housing units proposed under the Aegis plan. The previously proposed zoning code amendment assumed 248 apartment units as the reasonable worst-case scenario that could occur under the proposed zoning code amendment with a density limitation. However, the City has since requested that the Applicant reconsider a maximum density with the zoning code amendment of 195 apartment units. The analysis presented in this memorandum accordingly compares the traffic impacts associated with the following four land use scenarios: A. Existing Zoning (maximum reasonable development for age-restricted housing) = 347 senior housing units) B. Existing Zoning Aegis Plan = 155 senior housing units C. Previously Proposed Zoning Code Amendment = 248 multifamily apartments D. Zoning Code Amendment (Maximum Density) = 195 multifamily apartments To compare the traffic impacts of the four land use (zoning) scenarios identified above, the following items were addressed: 1. Comparison of trip generation 2. Comparison of intersection LOS and delay impacts at study intersections in the site vicinity 3. Comparison of travel time on the Avondale Road NE corridor in the site vicinity Existing Conditions Existing Traffic Volumes Based on discussions with the City of Redmond, existing AM and PM peak hour traffic counts were collected at the following five signalized study intersections: 1. Avondale Rd NE / NE Novelty Hill Rd 2. Avondale Rd NE / NE 95th Street 3. Avondale Rd NE / 180th Ave NE 4. Avondale Rd NE / Avondale Way NE 5. Avondale Rd NE / NE Union Hill Rd AM and PM peak hour traffic counts used in the analysis were conducted in January 2016. Figure 2 illustrates the existing 2016 AM and PM peak hour traffic volumes at the study intersections. ---PAGE BREAK--- Revised Technical Memorandum – BCDD1 Zoning Code Amendment Traffic Analysis and Travel Time Study TENW March 14, 2017 Page 5 Figure 1 Site Vicinity ---PAGE BREAK--- Revised Technical Memorandum – BCDD1 Zoning Code Amendment Traffic Analysis and Travel Time Study TENW March 14, 2017 Page 6 Figure 2 Existing Peak Hour Traffic Volumes ---PAGE BREAK--- Revised Technical Memorandum – BCDD1 Zoning Code Amendment Traffic Analysis and Travel Time Study TENW March 14, 2017 Page 7 Future Conditions Trip Generation The trip generation estimates for the four land use scenarios (347 senior housing units vs. 155 senior housing units vs. 248 apartments vs. 195 apartments) were based on methodology documented in the Institute of Transportation Engineers (ITE) Trip Generation Manual, 9th Edition. Specifically, ITE land use code (LUC) 252 (Senior Adult Housing-Attached) and LUC 220 (Apartments) were used in the trip generation estimates. Table 1 provides a summary of the trip generation estimates including the net difference in trips with the apartment land use scenarios when compared to the senior housing land use scenarios. Table 1 Trip Generation Summary Trips Generated Time Period / Scenario In Out Total Weekday AM Peak Hour A) Current Zoning (347 Senior Housing Units) 23 46 69 B) Aegis Plan (155 Senior Housing Units) 11 20 31 C) Previously Proposed Zoning Code Amendment (248 Apartments) 25 100 125 D) Zoning Code Amendment – Max Density (195 Apartments) 20 79 99 Difference in Trips (248 apts vs. 347 sr. housing) = +2 +54 +56 Difference in Trips (248 apts vs. 155 sr. housing) = +14 +80 +94 Difference in Trips (195 apts vs. 347 sr. housing) = -3 +33 +30 Difference in Trips (195 apts vs. 155 sr. housing) = +9 +59 +68 Weekday PM Peak Hour A) Current Zoning (347 Senior Housing Units) 46 39 85 B) Aegis Plan (155 Senior Housing Units) 21 18 39 C) Previously Proposed Zoning Code Amendment (248 Apartments) 100 54 154 D) Zoning Code Amendment – Max Density (195 Apartments) 81 44 125 Difference in Trips (248 apts vs. 347 sr. housing) = +54 +15 +69 Difference in Trips (248 apts vs. 155 sr. housing) = +79 +36 +115 Difference in Trips (195 apts vs. 347 sr. housing) = +35 +5 +40 Difference in Trips (195 apts vs. 155 sr. housing) = +60 +26 +86 As shown in Table 1, the 248-unit apartment scenario would generate 56 additional AM peak hour trips and 69 additional PM peak hour trips when compared to Scenario A (347 senior housing units) and the 248-unit apartment scenario would generate 94 additional AM peak hour trips and 115 additional PM peak hour trips when compared to Scenario B (155 senior housing units). As also shown in Table 1, the 195-unit apartment scenario would generate 30 additional AM peak hour trips and 40 additional PM peak hour trips when compared to Scenario A (347 senior housing units) and the 195-unit apartment scenario would generate 68 additional AM peak hour trips and 86 additional PM ---PAGE BREAK--- Revised Technical Memorandum – BCDD1 Zoning Code Amendment Traffic Analysis and Travel Time Study TENW March 14, 2017 Page 8 peak hour trips when compared to Scenario B (155 senior housing units). The detailed trip generation calculations are included in Attachment A. Trip Distribution and Assignment The distribution of project trips was based on existing travel patterns in the project vicinity. Table 2 summarizes the resulting general project trip distribution. Table 2 Peak Hour Project Trip Distribution Route (Direction) Trip Distribution Avondale Rd NE (to/from the north) 20% Avondale Way NE (to/from west) 20% Avondale Rd NE (to/from the south) 50% NE Union Hill Rd (to/from the east) 10% TOTAL 100% The AM and PM peak hour project trip distribution and assignment for the maximum allowable land use under existing zoning (347 senior housing units) is shown in Figure 3 and the trip distribution and assignment for the Aegis Plan scenario (155 senior housing units) is shown in Figure 4. The AM and PM peak hour project trip distribution and assignment for the 248-unit apartment scenario is shown in Figure 5 and the AM and PM peak hour project trip distribution and assignment for the 195-unit apartment scenario is shown in Figure 6. Future Traffic Volumes Based on general construction timelines, a reasonable completion date for any project on the site is 2019. Future year 2019 baseline (without project) peak hour traffic volumes were conservatively estimated by applying a 1 percent annual growth rate to the existing volumes and including pipeline project trips from the following projects as identified by the City of Redmond: 1. City Center 2. Bear Creek VIP Apartments 3. Costco The 1 percent annual growth rate should be considered conservative because historical peak hour traffic volumes along Avondale Road between Union Hill Road and 180th Ave NE have shown no growth or negative growth between 2011 and 2016. The future year 2019 baseline (without project) AM and PM peak hour traffic volumes at the five study intersections are shown in Figure 7. Adding the trip assignments from the Senior Housing and the Apartment land use scenarios (shown in Figures 3-6) to the future 2019 baseline traffic volumes results in the 2019 With-Project peak hour traffic volumes at the study intersections for each zoning scenario (shown in Figure 8-11-). ---PAGE BREAK--- Revised Technical Memorandum – BCDD1 Zoning Code Amendment Traffic Analysis and Travel Time Study TENW March 14, 2017 Page 9 Figure 3 – Peak Hour Project Trip Distribution and Assignment (347 senior housing units) ---PAGE BREAK--- Revised Technical Memorandum – BCDD1 Zoning Code Amendment Traffic Analysis and Travel Time Study TENW March 14, 2017 Page 10 Figure 4 – Peak Hour Project Trip Distribution and Assignment (155 senior housing units) ---PAGE BREAK--- Revised Technical Memorandum – BCDD1 Zoning Code Amendment Traffic Analysis and Travel Time Study TENW March 14, 2017 Page 11 Figure 5 – Peak Hour Project Trip Distribution and Assignment (248 apartments units) ---PAGE BREAK--- Revised Technical Memorandum – BCDD1 Zoning Code Amendment Traffic Analysis and Travel Time Study TENW March 14, 2017 Page 12 Figure 6 – Peak Hour Project Trip Distribution and Assignment (195 apartment units) ---PAGE BREAK--- Revised Technical Memorandum – BCDD1 Zoning Code Amendment Traffic Analysis and Travel Time Study TENW March 14, 2017 Page 13 Figure 7 – 2019 Future Baseline ---PAGE BREAK--- Revised Technical Memorandum – BCDD1 Zoning Code Amendment Traffic Analysis and Travel Time Study TENW March 14, 2017 Page 14 Figure 8 – 2019 With Project (347 senior housing units) ---PAGE BREAK--- Revised Technical Memorandum – BCDD1 Zoning Code Amendment Traffic Analysis and Travel Time Study TENW March 14, 2017 Page 15 Figure 9 – 2019 With Project (155 senior housing units) ---PAGE BREAK--- Revised Technical Memorandum – BCDD1 Zoning Code Amendment Traffic Analysis and Travel Time Study TENW March 14, 2017 Page 16 Figure 10 – 2019 With Project (248 apartment units) ---PAGE BREAK--- Revised Technical Memorandum – BCDD1 Zoning Code Amendment Traffic Analysis and Travel Time Study TENW March 14, 2017 Page 17 Figure 11 – 2019 With Project (195 apartment units) ---PAGE BREAK--- Revised Technical Memorandum – BCDD1 Zoning Code Amendment Traffic Analysis and Travel Time Study TENW March 14, 2017 Page 18 Future Level of Service Future year 2019 weekday peak hour With-Project Level of Service (LOS) analyses were conducted at the 5 study intersections for the following four zoning scenarios: A. 2019 Without Code Amendment (Maximum Allowable Under Current Zoning) = 347 Senior Housing Units B. 2019 Without Code Amendment (Proposed Aegis Plan Under Current Zoning) = 155 Senior Housing Units C. 2019 With Previously Proposed Zoning Code Amendment = 248 Apartment Units D. 2019 With Code Amendment (Maximum Density) = 195 Apartment Units LOS generally refers to the degree of congestion on a roadway or intersection. It is a measure of vehicle operating speed, travel time, travel delays, and driving comfort. A letter scale from A to F generally describes intersection LOS. At signalized intersections, LOS A represents free-flow conditions (motorists experience little or no delays), and LOS F represents forced-flow conditions where motorists experience an average delay in excess of 80 seconds per vehicle. The LOS reported for signalized intersections represents the average control delay (sec/veh) and can be reported for the overall intersection, for each approach, and for each lane group (additional v/c ratio criteria apply to lane group LOS only). The LOS reported at stop-controlled intersections is based on the average control delay and can be reported for each controlled minor approach, controlled minor lane group, and controlled major-street movement (and for the overall intersection at all-way stop controlled intersections. Additional v/c ratio criteria apply to lane group or movement LOS only). Table 3 outlines the HCM 2010 LOS criteria for signalized and stop- controlled intersections based on these methodologies. Table 3 LOS Criteria for Signalized and Stop-Controlled Intersections1 SIGNALIZED INTERSECTIONS STOP-CONTROLLED INTERSECTIONS LOS by Volume-to Capacity (V/C) Ratio2 LOS by Volume-to Capacity (V/C) Ratio3 Control Delay (sec/veh) ≤ 1.0 > 1.0 Control Delay (sec/veh) ≤ 1.0 > 1.0 ≤ 10 A F ≤ 10 A F > 10 to ≤ 20 B F > 10 to ≤ 15 B F > 20 to ≤ 35 C F > 15 to ≤ 25 C F > 35 to ≤ 55 D F > 25 to ≤ 35 D F > 55 to ≤ 80 E F > 35 to ≤ 50 E F > 80 F F > 50 F F 1 Source: HCM2010 Highway Capacity Manual, Transportation Research Board, 2010. 2 For approach-based and intersection-wide assessments at signals, LOS is defined solely by control delay. 3 For two-way stop controlled intersections, the LOS criteria apply to each lane on a given approach and to each approach on the minor street. LOS is not calculated for major-street approaches or for the intersection as a whole at two-way stop controlled intersections. For approach-based and intersection-wide assessments at all-way stop controlled intersections, LOS is solely defined by control delay. ---PAGE BREAK--- Revised Technical Memorandum – BCDD1 Zoning Code Amendment Traffic Analysis and Travel Time Study TENW March 14, 2017 Page 19 Level of service calculations for intersections were based on methodology and procedures outlined in the 2010 update of the Highway Capacity Manual, Transportation Research Board (HCM 2010) using 8.0 traffic analysis software. For the future year 2019 LOS analysis, access to/from the development would be provided at Avondale Road NE/180th Ave NE (study intersection via a future east leg which would also provide access to the existing single family homes to the north. Under this scenario, intersection geometry and signal phasing/timing at the other 4 study intersections was based on existing conditions, with optimized network offsets. The 2019 peak hour LOS results at the study intersections are summarized in Table 4. The LOS worksheets are included in Attachment B. Table 4 Future Year (2019) Peak Hour Level of Service Summary 1 Future Year 2019 1 Without Code Amendment (Max Allowable = 347 senior housing units) Without Code Amendment (Aegis Plan = 155 senior housing units) With Previously Proposed Code Amendment (248 apartments) With Code Amendment – Max Density (195 apartments) Signalized Study Intersection LOS Delay (sec/veh) LOS Delay (sec/veh) LOS Delay (sec/veh) LOS Delay (sec/veh) AM Peak Hour: #1 Avondale Rd NE / NE Novelty Hill Rd F 111.0 F 111.2 F 110.8 F 110.9 #2 Avondale Rd NE / NE 95th St D 38.7 D 38.7 D 38.7 D 38.6 #3 Avondale Rd NE / 180th Ave NE A 9.4 A 6.9 C 20.4 B 15.3 #4 Avondale Rd NE / Avondale Way NE A 2.9 A 3.0 A 2.8 A 2.8 #5 Avondale Rd NE / NE Union Hill Rd E 59.0 E 58.5 E 60.3 E 59.7 PM Peak Hour: #1 Avondale Rd NE / NE Novelty Hill Rd E 57.4 E 57.3 E 57.6 E 57.5 #2 Avondale Rd NE / NE 95th St B 17.7 B 18.0 B 14.9 B 16.4 #3 Avondale Rd NE / 180th Ave NE A 6.8 A 5.3 B 10.7 A 8.4 #4 Avondale Rd NE / Avondale Way NE C 31.1 C 30.1 C 33.7 C 32.7 #5 Avondale Rd NE / NE Union Hill Rd E 75.3 E 74.8 E 76.6 E 76.2 1 Assumes signalized access to the development at Avondale Road NE/180th Ave NE. As shown in Table 4, the intersection of Avondale Road NE/NE Novelty Hill Road is expected to operate at LOS F during the AM peak hour and LOS E during the PM peak hour under all zoning scenarios. Also, the intersection of Avondale Road NE/NE Union Hill Road is expected to operate at LOS E during both the AM and PM peak hours with all zoning scenarios. All other study intersections are anticipated to operate at LOS D or better during the AM and PM peak hours in 2019 under all zoning scenarios. The increase in vehicle delays (seconds/vehicle) with a 248-unit or 195-unit apartment development under the proposed zoning code amendment are not significantly different than the vehicle delays with a 155-unit or a 347-unit senior housing development allowed under existing zoning at the study intersections. The most significant difference in intersection delay is an additional 5.9 to 13.5 seconds during the AM peak hour at Avondale Road NE/180th Ave NE which is to be expected as a result of additional side street trips (on 180th Ave NE) associated with the apartment scenarios. However, LOS C is an acceptable level of service in the City of Redmond and is not considered a significant impact. ---PAGE BREAK--- Revised Technical Memorandum – BCDD1 Zoning Code Amendment Traffic Analysis and Travel Time Study TENW March 14, 2017 Page 20 At Avondale Road NE/NE Novelty Hill Road the intersection delay (seconds/vehicle) is anticipated to decrease in the AM peak hour and increase in the PM peak hour when comparing the - apartments scenarios to the senior housing scenarios. Based on these results, 248 apartments with the zoning code amendment would not be considered a significant impact at this intersection. At Avondale Road NE/NE Union Hill Road the difference in intersection delay (seconds/vehicle) between the senior housing scenarios and the apartments scenarios is less than 2 seconds in the AM and PM peak hours (approximately 3% different). Based on these results, the increase in delay at Avondale Road NE/NE Union Hill Road with the zoning code amendment would not be considered a significant impact. Future Travel Time Analysis A travel time study was conducted along the Avondale Road NE corridor between Novelty Hill Road NE and Union Hill Road NE (1.09 miles) Access to the site is assumed to be provided by the addition of a 4th leg to the signalized intersection of Avondale Road/180th Avenue NE. The addition of the 4th leg by itself is expected to cause a delay in travel time on Avondale Road. This is due to the need to provide more „green time‰ to the side street movement, thus increasing the „red time‰ for vehicles on Avondale Road. To isolate the impacts of project traffic alone to Avondale Road NE, a corridor travel time analysis was conducted assuming access via an unsignalized access driveway on Avondale Road and access via the existing signal at 180th Avenue NE. The 8.0 traffic analysis software was used to report the anticipated travel time along the Avondale Road NE corridor during the AM and PM peak periods for each of the four zoning scenarios (347 senior housing units vs. 155 senior housing units vs. 248 apartments vs. 195 apartments). The existing AM and PM peak hour files from the City of Redmond were calibrated to field-observed conditions based on a January 2016 peak period travel time study conducted on Avondale Road NE (see Attachment The calibration was completed so that the existing calibrated model reflected the observed (existing) travel times and travel speeds on Avondale Road NE during the AM and PM peak periods. The calibration included adjustments to link speeds, ideal saturated flow (vehicles per hour per lane) and lost time. The anticipated travel times (min:sec) and travel speeds (mph) for the four zoning scenarios (347 senior housing units vs. 155 senior housing units vs. 248 apartments vs. 195 apartments) with both access scenarios (unsignalized vs. signalized) are summarized in Table 5. The travel time study worksheets from are included in Attachment C. ---PAGE BREAK--- Revised Technical Memorandum – BCDD1 Zoning Code Amendment Traffic Analysis and Travel Time Study TENW March 14, 2017 Page 21 Table 5 Avondale Road NE Corridor Future (2019) Travel Time Results1 AM Peak Period (7-9 a.m.) PM Peak Period (4-6 p.m.) Northbound Southbound Northbound Southbound Scenario Travel Time (min:sec) Travel Time (min:sec) Travel Time (min:sec) Travel Time (min:sec) Unsignalized access on Avondale Rd NE south of 180th Ave NE A) 2019 Without Code Amendment (347 senior housing units) 2:46 5:26 5:31 2:25 B) 2019 Without Code Amendment (155 senior housing units) 2:46 5:22 5:27 2:25 C) 2019 With Code Amendment (248 apartments) 2:46 5:35 5:39 2:25 D) 2019 With Code Amendment (195 apartments) 2:45 5:32 5:36 2:25 Delta (248 apts vs. 347 sr. housing) 0:00 +0:09 +0:08 0:00 Delta (248 apts vs. 155 sr. housing) 0:00 +0:13 +0:12 0:00 Delta (195 apts vs. 347 sr. housing) -0.01 +0.06 +0.05 0:00 Delta (195 apts vs. 155 sr. housing) -0.01 +0.10 +0.09 0:00 Signalized access at Avondale Rd NE/180th Ave NE A) 2019 Without Code Amendment (347 senior housing units) 2:49 5:26 5:28 2:29 B) 2019 Without Code Amendment (155 senior housing units) 2:49 5:18 5:23 2:28 C) 2019 With Code Amendment (248 apartments) 2:49 5:44 5:46 2:29 D) 2019 With Code Amendment (195 apartments) 2:48 5:36 5:41 2:23 Delta (248 apts vs. 347 sr. housing) 0:00 +0:18 +0:18 0:00 Delta (248 apts vs. 155 sr. housing) 0:00 +0:26 +0:23 +0:01 Delta (195 apts vs. 347 sr. housing) -0.01 +0.08 +0.13 -0.06 Delta (195 apts vs. 155 sr. housing) -0.01 +0.16 +0.18 -0.05 1 Travel time study limits are between Union Hill Road NE and Novelty Hill Road NE. As shown in Table 5, with unsignalized access to the development south of 180th Ave NE, the total travel time on the 1.09-mile Avondale Road NE corridor between Novelty Hill Road NE and Union Hill Road NE in the southbound (peak) travel direction during the AM peak hour would be expected to be increase by 9 to 13 seconds with the 248 apartments or increase by 6 to 10 seconds with the 195 apartments when compared to the senior housing scenarios. Similarly, the total travel time on the Avondale Road NE corridor between Union Hill Road NE and Novelty Hill Road with unsignalized access during the PM peak hour in the northbound (peak) travel direction would be expected to increase by 8 to 12 seconds with the 248 apartments or increase by 5 to 9 seconds with the 195 apartments when compared to the senior housing scenarios. The off-peak travel directions (northbound in the AM peak hour and southbound in the PM peak hour) would be expected to experience no additional delays as a result of the apartment scenarios when compared to the senior housing scenarios with unsignalized access. As also shown in Table 5, with signalized access to the development at 180th Ave NE, the total travel time on the 1.09-mile Avondale Road NE corridor between Novelty Hill Road NE and Union Hill Road NE in the ---PAGE BREAK--- Revised Technical Memorandum – BCDD1 Zoning Code Amendment Traffic Analysis and Travel Time Study TENW March 14, 2017 Page 22 southbound (peak) travel direction during the AM peak hour would be expected to be increase by 18 to 26 seconds with the 248 apartments or increase by 8 to 16 seconds with the 195 apartments when compared to the senior housing scenarios. Similarly, the total travel time on the Avondale Road NE corridor between Union Hill Road NE and Novelty Hill Road with signalized access during the PM peak hour in the northbound (peak) travel direction would be expected to increase by 18 to 23 seconds with the 248 apartments or increase by 13 to 18 seconds with the 195 apartments when compared to the senior housing scenarios. The off-peak travel directions (northbound in the AM peak hour and southbound in the PM peak hour) would be expected to experience minimal additional delays (1 second or less) as a result of 248 apartments and a decrease in delays of 1 to 6 seconds as a result of 195 apartments when compared to the senior housing scenarios with signalized access. Next Steps Approval of this zoning code amendment does not constitute approval of a specific development application. Rather, the City CouncilÊs approval of this zoning code amendment would allow the CityÊs planning department to process a development application for a non-age restricted apartment development in this zone. The development permitting process would require a much more detailed Traffic Impact Analysis (TIA) for a development application that would require the analysis of the traffic impacts of a specific project. This detailed TIA would include, but may not be limited to, the following: 1. Scoping and coordination with City of Redmond 2. Additional evaluation of off-site intersections 3. Detailed evaluation of site access operations 4. Confirmation of frontage improvements 5. Confirmation of traffic mitigation (off-site and/or access-related improvements, and impact fees) Attachments ---PAGE BREAK--- ATTACHMENT A Detailed Trip Generation ---PAGE BREAK--- Bear Creek Design District 1 (BCDD1) Trip Generation TENW Project No. 4977 ITE Land Use LUC 2 In Out Trip Rate In Out Total WEEKDAY DAILY Aegis Plan: Senior Adult Housing-Attached 155 DU 252 50% 50% 3.44 267 266 533 Proposed Zoning: Multifamily (Apartments) 248 DU 220 50% 50% Equation 813 813 1,626 WEEKDAY DAILY DIFFERENCE IN TRIPS 546 547 1,093 AM PEAK HOUR Aegis Plan: Senior Adult Housing-Attached 155 DU 252 34% 66% Equation 11 20 31 Proposed Zoning: Multifamily (Apartments) 248 DU 220 20% 80% Equation 25 100 125 AM PEAK HOUR DIFFERENCE IN TRIPS 14 80 94 PM PEAK HOUR Aegis Plan: Senior Adult Housing-Attached 155 DU 252 54% 46% Equation 21 18 39 Proposed Zoning: Multifamily (Apartments) 248 DU 220 65% 35% Equation 100 54 154 PM PEAK HOUR DIFFERENCE IN TRIPS 79 36 115 Notes: 1. DU = Dwelling Units. 2. Institute of Transportation Engineers (ITE) Trip Generation manual 9th edition land use code. Bear Creek Design District 1 Trip Generation - 248 Apartments vs. 155 Senior Housing Units Directional Split Trips Generated Units 1 3/14/2017 Bear Creek Rezone - Trip Generation 248 apt vs Aegis ---PAGE BREAK--- Bear Creek Design District 1 (BCDD1) Trip Generation TENW Project No. 4977 ITE Land Use LUC 2 In Out Trip Rate In Out Total WEEKDAY DAILY Aegis Plan: Senior Adult Housing-Attached 347 DU 252 50% 50% 3.44 597 597 1,194 Proposed Zoning: Multifamily (Apartments) 248 DU 220 50% 50% Equation 813 813 1,626 WEEKDAY DAILY DIFFERENCE IN TRIPS 216 216 432 AM PEAK HOUR Aegis Plan: Senior Adult Housing-Attached 347 DU 252 34% 66% Equation 23 46 69 Proposed Zoning: Multifamily (Apartments) 248 DU 220 20% 80% Equation 25 100 125 AM PEAK HOUR DIFFERENCE IN TRIPS 2 54 56 PM PEAK HOUR Aegis Plan: Senior Adult Housing-Attached 347 DU 252 54% 46% Equation 46 39 85 Proposed Zoning: Multifamily (Apartments) 248 DU 220 65% 35% Equation 100 54 154 PM PEAK HOUR DIFFERENCE IN TRIPS 54 15 69 Notes: 1. DU = Dwelling Units. 2. Institute of Transportation Engineers (ITE) Trip Generation manual 9th edition land use code. Bear Creek Design District 1 Trip Generation - 248 Apartments vs. 347 Senior Housing Units Directional Split Trips Generated Units 1 3/14/2017 Bear Creek Rezone - Trip Generation 248 apt vs 347 SR ---PAGE BREAK--- Bear Creek Design District 1 (BCDD1) Trip Generation TENW Project No. 4977 ITE Land Use LUC 2 In Out Trip Rate In Out Total WEEKDAY DAILY Aegis Plan: Senior Adult Housing-Attached 155 DU 252 50% 50% 3.44 267 266 533 Proposed Zoning: Multifamily (Apartments) 195 DU 220 50% 50% Equation 653 652 1,305 WEEKDAY DAILY DIFFERENCE IN TRIPS 386 386 772 AM PEAK HOUR Aegis Plan: Senior Adult Housing-Attached 155 DU 252 34% 66% Equation 11 20 31 Proposed Zoning: Multifamily (Apartments) 195 DU 220 20% 80% Equation 20 79 99 AM PEAK HOUR DIFFERENCE IN TRIPS 9 59 68 PM PEAK HOUR Aegis Plan: Senior Adult Housing-Attached 155 DU 252 54% 46% Equation 21 18 39 Proposed Zoning: Multifamily (Apartments) 195 DU 220 65% 35% Equation 81 44 125 PM PEAK HOUR DIFFERENCE IN TRIPS 60 26 86 Notes: 1. DU = Dwelling Units. 2. Institute of Transportation Engineers (ITE) Trip Generation manual 9th edition land use code. Bear Creek Design District 1 Trip Generation - 195 Apartments vs. 155 Senior Housing Units Directional Split Trips Generated Units 1 3/14/2017 Bear Creek Rezone - Trip Generation 195 apt vs Aegis ---PAGE BREAK--- Bear Creek Design District 1 (BCDD1) Trip Generation TENW Project No. 4977 ITE Land Use LUC 2 In Out Trip Rate In Out Total WEEKDAY DAILY Aegis Plan: Senior Adult Housing-Attached 347 DU 252 50% 50% 3.44 597 597 1,194 Proposed Zoning: Multifamily (Apartments) 195 DU 220 50% 50% Equation 653 652 1,305 WEEKDAY DAILY DIFFERENCE IN TRIPS 56 55 111 AM PEAK HOUR Aegis Plan: Senior Adult Housing-Attached 347 DU 252 34% 66% Equation 23 46 69 Proposed Zoning: Multifamily (Apartments) 195 DU 220 20% 80% Equation 20 79 99 AM PEAK HOUR DIFFERENCE IN TRIPS -3 33 30 PM PEAK HOUR Aegis Plan: Senior Adult Housing-Attached 347 DU 252 54% 46% Equation 46 39 85 Proposed Zoning: Multifamily (Apartments) 195 DU 220 65% 35% Equation 81 44 125 PM PEAK HOUR DIFFERENCE IN TRIPS 35 5 40 Notes: 1. DU = Dwelling Units. 2. Institute of Transportation Engineers (ITE) Trip Generation manual 9th edition land use code. Bear Creek Design District 1 Trip Generation - 195 Apartments vs. 347 Senior Housing Units Directional Split Trips Generated Units 1 3/14/2017 Bear Creek Rezone - Trip Generation 195 apt vs 347 SR ---PAGE BREAK--- ATTACHMENT B Level of Service Worksheets ---PAGE BREAK--- 2019 With Project (347 Senior Housing Units) ---PAGE BREAK--- Lanes, Volumes, Timings 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 347 senior housing AM Peak - 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 19 5 33 746 1 265 4 396 0 186 1244 10 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1600 1900 Storage Length (ft) 0 0 0 0 150 0 150 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 25 Link Distance (ft) 219 [PHONE REDACTED] Travel Time 6.0 7.1 6.6 54.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles 6% 6% 6% 2% 2% 2% 8% 8% 8% 3% 3% 3% Shared Lane Traffic 50% Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 8 4 Detector Phase 8 8 8 4 4 4 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split 25.0 25.0 25.0 25.0 25.0 25.0 11.0 25.0 11.0 25.0 Total Split 25.0 25.0 25.0 25.0 25.0 25.0 12.0 63.0 27.0 78.0 Total Split 17.9% 17.9% 17.9% 17.9% 17.9% 17.9% 8.6% 45.0% 19.3% 55.7% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 8.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 27 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 347 senior housing AM Peak - 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 19 5 33 746 1 265 4 396 0 186 1244 10 Number 3 8 18 7 4 14 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1792 1792 1863 1863 1863 1759 1759 0 1845 1553 1900 Adj Flow Rate, veh/h 20 5 31 795 0 71 4 421 0 198 1323 11 Adj No. of Lanes 0 1 1 2 0 1 1 2 0 1 2 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 6 6 6 2 2 2 8 8 0 3 3 3 Cap, veh/h 43 11 48 507 0 226 7 1854 0 226 1972 16 Arrive On Green 0.03 0.03 0.03 0.14 0.00 0.14 0.00 0.18 0.00 0.13 0.66 0.68 Sat Flow, veh/h 1379 345 1524 3548 0 1583 1675 3431 0 1757 3000 25 Grp Volume(v), veh/h 25 0 31 795 0 71 4 421 0 198 651 683 Grp Sat Flow(s),veh/h/ln 1724 0 1524 1774 0 1583 1675 1671 0 1757 1476 1549 Q Serve(g_s), s 2.0 0.0 2.8 20.0 0.0 5.6 0.3 15.0 0.0 15.5 37.8 37.8 Cycle Q Clear(g_c), s 2.0 0.0 2.8 20.0 0.0 5.6 0.3 15.0 0.0 15.5 37.8 37.8 Prop In Lane 0.80 1.00 1.00 1.00 1.00 0.00 1.00 0.02 Lane Grp Cap(c), veh/h 54 0 48 507 0 226 7 1854 0 [PHONE REDACTED] V/C Ratio(X) 0.46 0.00 0.65 1.57 0.00 0.31 0.58 0.23 0.00 0.88 0.67 0.67 Avail Cap(c_a), veh/h 246 0 218 507 0 226 84 1854 0 [PHONE REDACTED] HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.79 0.79 0.79 Uniform Delay s/veh 66.7 0.0 67.1 60.0 0.0 53.8 69.8 31.6 0.0 59.9 14.7 14.7 Incr Delay (d2), s/veh 6.1 0.0 14.0 265.3 0.0 0.8 59.3 0.3 0.0 18.7 2.9 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 1.4 28.5 0.0 2.5 0.3 7.0 0.0 8.7 16.2 16.9 Delay(d),s/veh 72.7 0.0 81.0 325.3 0.0 54.6 129.1 31.9 0.0 78.7 17.6 17.5 LOS E F F D F C E B B Approach Vol, veh/h 56 [PHONE REDACTED] Approach Delay, s/veh 77.3 303.1 32.8 25.4 Approach LOS E F C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 23.0 82.6 25.0 5.6 100.0 9.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 22.0 58.0 20.0 7.0 73.0 20.0 Max Q Clear Time (g_c+I1), s 17.5 17.0 22.0 2.3 40.8 4.8 Green Ext Time s 0.5 26.9 0.0 0.0 22.8 0.1 Intersection Summary HCM 2010 Ctrl Delay 111.0 HCM 2010 LOS F Notes User approved volume balancing among the lanes for turning movement. ---PAGE BREAK--- Lanes, Volumes, Timings 2: Avondale Rd 1 & NE 95 St 5/10/2016 Bear Creek Rezone 8 Report 2019 347 senior housing AM Peak - 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 29 6 57 56 4 30 4 658 8 9 2002 7 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1600 1900 Storage Length (ft) 0 25 0 25 160 0 125 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 25 Link Distance (ft) [PHONE REDACTED] 582 Travel Time 10.5 18.2 29.5 15.9 Confl. Peds. 2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 3% 3% 3% 3% 3% 3% 8% 8% 8% 2% 2% 2% Shared Lane Traffic Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 8 4 Detector Phase 8 8 8 4 4 4 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split 26.0 26.0 26.0 25.0 25.0 25.0 11.0 25.0 11.0 25.0 Total Split 26.0 26.0 26.0 25.0 25.0 25.0 11.0 78.0 11.0 78.0 Total Split 18.6% 18.6% 18.6% 17.9% 17.9% 17.9% 7.9% 55.7% 7.9% 55.7% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 8.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 137 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 2: Avondale Rd 1 & NE 95 St ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 2: Avondale Rd 1 & NE 95 St 5/10/2016 Bear Creek Rezone 8 Report 2019 347 senior housing AM Peak - 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 29 6 57 56 4 30 4 658 8 9 2002 7 Number 3 8 18 7 4 14 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1845 1845 1900 1845 1845 1759 1759 1900 1863 1569 1900 Adj Flow Rate, veh/h 32 7 63 62 4 33 4 731 9 10 2224 8 Adj No. of Lanes 0 1 1 0 1 1 1 2 0 1 2 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 3 3 3 3 3 3 8 8 8 2 2 2 Cap, veh/h 79 17 85 85 6 81 7 2509 31 16 2210 8 Arrive On Green 0.05 0.05 0.05 0.05 0.05 0.05 0.01 1.00 1.00 0.01 0.73 0.75 Sat Flow, veh/h 1454 318 1568 1655 107 1568 1675 3382 42 1774 3046 11 Grp Volume(v), veh/h 39 0 63 66 0 33 4 361 379 10 1087 1145 Grp Sat Flow(s),veh/h/ln 1772 0 1568 1762 0 1568 1675 1671 1752 1774 1490 1567 Q Serve(g_s), s 3.0 0.0 5.5 5.2 0.0 2.9 0.3 0.0 0.0 0.8 101.6 101.6 Cycle Q Clear(g_c), s 3.0 0.0 5.5 5.2 0.0 2.9 0.3 0.0 0.0 0.8 101.6 101.6 Prop In Lane 0.82 1.00 0.94 1.00 1.00 0.02 1.00 0.01 Lane Grp Cap(c), veh/h 96 0 85 91 0 81 7 1240 1300 16 1081 1137 V/C Ratio(X) 0.40 0.00 0.74 0.73 0.00 0.41 0.58 0.29 0.29 0.61 1.01 1.01 Avail Cap(c_a), veh/h 266 0 235 252 0 224 72 1240 1300 76 1081 1137 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay s/veh 64.0 0.0 65.2 65.4 0.0 64.3 69.3 0.0 0.0 69.1 19.2 19.2 Incr Delay (d2), s/veh 2.7 0.0 11.7 10.4 0.0 3.3 58.1 0.6 0.6 31.8 28.8 28.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 2.7 2.8 0.0 1.3 0.3 0.2 0.2 0.5 49.8 52.2 Delay(d),s/veh 66.7 0.0 76.9 75.8 0.0 67.6 127.4 0.6 0.6 100.9 48.0 47.6 LOS E E E E F A A F F F Approach Vol, veh/h 102 99 744 2242 Approach Delay, s/veh 73.0 73.1 1.2 48.0 Approach LOS E E A D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.3 108.9 12.2 5.6 109.6 12.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 6.0 73.0 20.0 6.0 73.0 21.0 Max Q Clear Time (g_c+I1), s 2.8 2.0 7.2 2.3 104.6 7.5 Green Ext Time s 0.0 39.4 0.2 0.0 0.0 0.2 Intersection Summary HCM 2010 Ctrl Delay 38.7 HCM 2010 LOS D ---PAGE BREAK--- Lanes, Volumes, Timings 3: Avondale Rd 1 & 180th Ave NE 5/10/2016 Bear Creek Rezone 8 Report 2019 347 senior housing AM Peak - 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 8 0 50 57 0 14 10 669 25 6 2166 5 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1600 1900 Storage Length (ft) 0 0 0 0 200 0 100 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 25 Link Distance (ft) [PHONE REDACTED] 1512 Travel Time 18.7 15.9 47.2 41.2 Confl. Peds. 5 5 5 7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles 2% 2% 2% 2% 2% 2% 5% 5% 5% 2% 2% 2% Shared Lane Traffic Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 5.0 5.0 4.0 4.0 5.0 4.0 Minimum Split 25.0 25.0 26.0 26.0 10.0 25.0 10.0 28.0 Total Split 26.0 26.0 26.0 26.0 10.0 104.0 10.0 104.0 Total Split 18.6% 18.6% 18.6% 18.6% 7.1% 74.3% 7.1% 74.3% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 3.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 8.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 12 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 3: Avondale Rd 1 & 180th Ave NE ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 3: Avondale Rd 1 & 180th Ave NE 5/10/2016 Bear Creek Rezone 8 Report 2019 347 senior housing AM Peak - 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 8 0 50 57 0 14 10 669 25 6 2166 5 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.98 0.99 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1810 1810 1900 1863 1569 1900 Adj Flow Rate, veh/h 9 0 54 62 0 15 11 727 27 7 2354 5 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 5 5 5 2 2 2 Cap, veh/h 39 9 113 136 5 23 17 2712 101 15 2378 5 Arrive On Green 0.08 0.00 0.08 0.08 0.00 0.08 0.02 1.00 1.00 0.02 1.00 1.00 Sat Flow, veh/h [PHONE REDACTED] 1092 61 279 1723 3380 126 1774 3051 6 Grp Volume(v), veh/h 63 0 0 77 0 0 11 370 384 7 1149 1210 Grp Sat Flow(s),veh/h/ln 1605 0 0 1432 0 0 1723 1719 1787 1774 1490 1567 Q Serve(g_s), s 0.0 0.0 0.0 1.8 0.0 0.0 0.9 0.0 0.0 0.5 0.0 0.0 Cycle Q Clear(g_c), s 5.3 0.0 0.0 7.1 0.0 0.0 0.9 0.0 0.0 0.5 0.0 0.0 Prop In Lane 0.14 0.86 0.81 0.19 1.00 0.07 1.00 0.00 Lane Grp Cap(c), veh/h 161 0 0 164 0 0 17 1379 1434 15 1162 1222 V/C Ratio(X) 0.39 0.00 0.00 0.47 0.00 0.00 0.64 0.27 0.27 0.46 0.99 0.99 Avail Cap(c_a), veh/h 265 0 0 257 0 0 62 1379 1434 63 1162 1222 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.98 0.98 0.98 0.17 0.17 0.17 Uniform Delay s/veh 61.4 0.0 0.0 62.2 0.0 0.0 68.4 0.0 0.0 68.5 0.0 0.0 Incr Delay (d2), s/veh 1.5 0.0 0.0 2.1 0.0 0.0 33.0 0.5 0.4 3.6 8.5 8.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 0.0 0.0 3.0 0.0 0.0 0.6 0.2 0.2 0.3 2.8 2.9 Delay(d),s/veh 63.0 0.0 0.0 64.2 0.0 0.0 101.4 0.5 0.4 72.1 8.5 8.4 LOS E E F A A E A A Approach Vol, veh/h 63 77 765 2366 Approach Delay, s/veh 63.0 64.2 1.9 8.7 Approach LOS E E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.2 117.3 16.5 6.4 117.1 16.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 5.0 99.0 21.0 5.0 99.0 21.0 Max Q Clear Time (g_c+I1), s 2.5 2.0 7.3 2.9 3.0 9.1 Green Ext Time s 0.0 96.4 0.6 0.0 95.4 0.6 Intersection Summary HCM 2010 Ctrl Delay 9.4 HCM 2010 LOS A ---PAGE BREAK--- Lanes, Volumes, Timings 4: Avondale Rd 1 & Avondale Way 5/10/2016 Bear Creek Rezone 8 Report 2019 347 senior housing AM Peak - 1% Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 99 1 0 611 2024 407 Ideal Flow 1900 1900 1900 1900 1600 1900 Storage Length (ft) 500 20 0 100 Storage Lanes 1 1 0 1 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 30 35 25 Link Distance (ft) 1136 883 2421 Travel Time 25.8 17.2 66.0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles 2% 2% 8% 8% 2% 2% Shared Lane Traffic Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 24 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.24 1.00 Turning Speed (mph) 15 9 15 9 Turn Type Prot Prot NA NA Free Protected Phases 4 4 2 6 Permitted Phases 2 Free Detector Phase 4 4 2 6 Switch Phase Minimum Initial 5.0 5.0 7.0 7.0 Minimum Split 10.0 10.0 12.0 12.0 Total Split 15.0 15.0 125.0 125.0 Total Split 10.7% 10.7% 89.3% 89.3% Yellow Time 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 3.0 Total Lost Time 5.0 5.0 5.0 8.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 76 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 4: Avondale Rd 1 & Avondale Way ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 4: Avondale Rd 1 & Avondale Way 5/10/2016 Bear Creek Rezone 8 Report 2019 347 senior housing AM Peak - 1% Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 99 1 0 611 2024 407 Number 7 14 5 2 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 0 1759 1569 1863 Adj Flow Rate, veh/h 102 1 0 630 2087 0 Adj No. of Lanes 2 1 0 2 2 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 0 8 2 2 Cap, veh/h 152 70 0 2957 2572 1400 Arrive On Green 0.04 0.04 0.00 1.00 1.00 0.00 Sat Flow, veh/h 3442 1583 0 3519 3059 1583 Grp Volume(v), veh/h 102 1 0 630 2087 0 Grp Sat Flow(s),veh/h/ln 1721 1583 0 1671 1490 1583 Q Serve(g_s), s 4.1 0.1 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 4.1 0.1 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 Lane Grp Cap(c), veh/h 152 70 0 2957 2572 1400 V/C Ratio(X) 0.67 0.01 0.00 0.21 0.81 0.00 Avail Cap(c_a), veh/h 246 113 0 2957 2572 1400 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.99 0.99 0.00 0.92 0.13 0.00 Uniform Delay s/veh 65.9 64.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 5.0 0.1 0.0 0.2 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 0.0 0.1 0.1 0.0 Delay(d),s/veh 70.9 64.1 0.0 0.2 0.4 0.0 LOS E E A A Approach Vol, veh/h [PHONE REDACTED] Approach Delay, s/veh 70.9 0.2 0.4 Approach LOS E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 128.8 11.2 128.8 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 120.0 10.0 120.0 Max Q Clear Time (g_c+I1), s 2.0 6.1 3.0 Green Ext Time s 95.9 0.2 95.2 Intersection Summary HCM 2010 Ctrl Delay 2.9 HCM 2010 LOS A ---PAGE BREAK--- Lanes, Volumes, Timings 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 347 senior housing AM Peak - 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 6 354 84 750 280 148 75 407 [PHONE REDACTED] 8 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1600 1900 Storage Length (ft) 200 0 0 260 150 0 400 120 Storage Lanes 1 0 2 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 35 35 25 Link Distance (ft) 455 647 504 883 Travel Time 10.3 12.6 9.8 24.1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles 2% 2% 2% 7% 7% 7% 5% 5% 5% 2% 2% 2% Shared Lane Traffic Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Prot NA Prot NA pm+ov Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 1 5 2 3 1 6 Permitted Phases 8 2 Detector Phase 7 4 3 8 1 5 2 3 1 6 Switch Phase Minimum Initial 6.0 6.0 6.0 6.0 8.0 5.0 8.0 6.0 8.0 8.0 Minimum Split 25.0 34.0 25.0 30.0 13.0 11.0 32.5 25.0 13.0 30.5 Total Split 25.0 34.0 39.0 48.0 31.0 11.0 36.0 39.0 31.0 56.0 Total Split 17.9% 24.3% 27.9% 34.3% 22.1% 7.9% 25.7% 27.9% 22.1% 40.0% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.5 1.0 1.0 1.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.5 5.0 5.0 8.5 Lead/Lag Lead Lead Lag Lag Lead Lead Lag Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None None C-Max None None C-Max Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green, Master Intersection Natural Cycle: 135 Control Type: Actuated-Coordinated Splits and Phases: 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 347 senior housing AM Peak - 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 6 354 84 750 280 148 75 407 [PHONE REDACTED] 8 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1776 1776 1776 1810 1810 1810 1863 1569 1900 Adj Flow Rate, veh/h 6 369 88 781 292 94 78 424 [PHONE REDACTED] 8 Adj No. of Lanes 1 2 0 2 1 1 1 2 1 1 3 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 7 7 7 5 5 5 2 2 2 Cap, veh/h 16 449 106 797 696 814 74 1049 [PHONE REDACTED] 8 Arrive On Green 0.01 0.16 0.16 0.41 0.65 0.65 0.04 0.31 0.31 0.05 0.13 0.14 Sat Flow, veh/h 1774 2843 671 3281 1776 1509 1723 3438 1538 1774 4399 21 Grp Volume(v), veh/h 6 228 229 781 292 94 78 424 [PHONE REDACTED] 592 Grp Sat Flow(s),veh/h/ln 1774 1770 1744 1640 1776 1509 1723 1719 1538 1774 1427 1565 Q Serve(g_s), s 0.5 17.4 17.8 32.9 11.0 2.5 6.0 13.7 13.0 17.9 52.8 52.8 Cycle Q Clear(g_c), s 0.5 17.4 17.8 32.9 11.0 2.5 6.0 13.7 13.0 17.9 52.8 52.8 Prop In Lane 1.00 0.38 1.00 1.00 1.00 1.00 1.00 0.01 Lane Grp Cap(c), veh/h 16 279 276 797 696 814 74 1049 [PHONE REDACTED] 608 V/C Ratio(X) 0.38 0.82 0.83 0.98 0.42 0.12 1.06 0.40 0.61 0.87 0.97 0.97 Avail Cap(c_a), veh/h 253 367 361 797 696 814 74 1049 [PHONE REDACTED] 608 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 0.45 0.45 0.45 Uniform Delay s/veh 69.0 57.0 57.1 41.3 16.6 8.8 67.0 38.6 7.5 65.3 60.3 60.3 Incr Delay (d2), s/veh 14.3 10.4 11.8 24.0 0.3 0.1 121.0 1.2 3.3 9.2 12.9 18.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 1.3 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 9.4 9.5 17.5 5.3 1.1 5.3 6.6 6.5 9.5 22.9 26.1 Delay(d),s/veh 83.3 67.3 69.0 65.2 16.9 8.8 189.3 39.7 10.8 74.4 73.2 79.2 LOS F E E E B A F D B E E E Approach Vol, veh/h 463 1167 1018 1900 Approach Delay, s/veh 68.3 48.6 36.5 75.2 Approach LOS E D D E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 25.7 48.2 39.0 27.1 11.0 62.9 6.2 59.9 Change Period (Y+Rc), s 5.0 5.5 5.0 5.0 5.0 5.5 5.0 5.0 Max Green Setting (Gmax), s 26.0 30.5 34.0 29.0 6.0 50.5 20.0 43.0 Max Q Clear Time (g_c+I1), s 19.9 15.7 34.9 19.8 8.0 55.8 2.5 13.0 Green Ext Time s 0.8 13.8 0.0 2.3 0.0 0.0 0.0 11.9 Intersection Summary HCM 2010 Ctrl Delay 59.0 HCM 2010 LOS E Notes User approved ignoring U-Turning movement. ---PAGE BREAK--- Lanes, Volumes, Timings 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 With 347 senior housing PM Peak 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 11 4 22 380 2 306 29 1557 0 231 885 19 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1600 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 150 0 150 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 40 Link Distance (ft) 174 [PHONE REDACTED] Travel Time 4.7 5.6 10.4 34.7 Confl. Peds. 3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles 0% 0% 0% 1% 1% 1% 1% 1% 1% 2% 2% 2% Shared Lane Traffic 50% Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split 25.0 25.0 25.0 25.0 25.0 25.0 11.0 25.0 11.0 25.0 Total Split 25.0 25.0 25.0 35.0 35.0 35.0 18.0 76.0 24.0 82.0 Total Split 15.6% 15.6% 15.6% 21.9% 21.9% 21.9% 11.3% 47.5% 15.0% 51.3% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 8.0 5.0 5.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lag Lag Lead Lead Lead-Lag Optimize? Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 14 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 With 347 senior housing PM Peak 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 11 4 22 380 2 306 29 1557 0 231 885 19 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1900 1900 1881 1881 1881 1881 1584 0 1863 1863 1900 Adj Flow Rate, veh/h 11 4 0 389 0 71 30 1589 0 236 903 19 Adj No. of Lanes 0 1 1 2 0 1 1 2 0 1 2 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 0 0 1 1 1 1 1 0 2 2 2 Cap, veh/h 25 9 30 485 0 [PHONE REDACTED] 0 211 1706 36 Arrive On Green 0.02 0.02 0.00 0.14 0.00 0.14 0.16 0.39 0.00 0.12 0.48 0.48 Sat Flow, veh/h 1344 489 1615 3583 0 1599 1792 3089 0 1774 3545 75 Grp Volume(v), veh/h 15 0 0 389 0 71 30 1589 0 236 451 471 Grp Sat Flow(s),veh/h/ln 1833 0 1615 1792 0 1599 1792 1505 0 1774 1770 1850 Q Serve(g_s), s 1.3 0.0 0.0 16.8 0.0 6.4 2.3 79.6 0.0 19.0 28.4 28.4 Cycle Q Clear(g_c), s 1.3 0.0 0.0 16.8 0.0 6.4 2.3 79.6 0.0 19.0 28.4 28.4 Prop In Lane 0.73 1.00 1.00 1.00 1.00 0.00 1.00 0.04 Lane Grp Cap(c), veh/h 34 0 30 485 0 [PHONE REDACTED] 0 211 852 890 V/C Ratio(X) 0.44 0.00 0.00 0.80 0.00 0.33 0.07 0.91 0.00 1.12 0.53 0.53 Avail Cap(c_a), veh/h 229 0 202 672 0 [PHONE REDACTED] 0 211 852 890 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0.90 0.90 0.90 Uniform Delay s/veh 77.7 0.0 0.0 67.1 0.0 62.6 52.0 44.6 0.0 70.5 28.9 28.9 Incr Delay (d2), s/veh 8.5 0.0 0.0 4.8 0.0 0.9 0.1 8.2 0.0 94.9 2.1 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 0.0 8.7 0.0 2.9 1.1 35.1 0.0 14.9 14.4 15.0 Delay(d),s/veh 86.1 0.0 0.0 71.9 0.0 63.5 52.1 52.8 0.0 165.4 31.0 30.9 LOS F E E D D F C C Approach Vol, veh/h 15 460 1619 1158 Approach Delay, s/veh 86.1 70.6 52.7 58.4 Approach LOS F E D E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 24.0 101.3 8.0 43.3 82.0 26.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 71.0 20.0 13.0 77.0 30.0 Max Q Clear Time (g_c+I1), s 21.0 82.6 3.3 4.3 30.4 18.8 Green Ext Time s 0.0 0.0 0.0 7.6 10.2 2.8 Intersection Summary HCM 2010 Ctrl Delay 57.4 HCM 2010 LOS E Notes User approved volume balancing among the lanes for turning movement. ---PAGE BREAK--- Lanes, Volumes, Timings 2: Avondale Rd 1 & NE 95 St 5/10/2016 Bear Creek Rezone 8 Report 2019 With 347 senior housing PM Peak 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 16 0 27 28 8 60 33 2096 83 66 1111 18 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1600 1900 1900 1900 1900 Storage Length (ft) 0 25 0 25 160 0 125 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 40 Link Distance (ft) [PHONE REDACTED] 538 Travel Time 10.6 17.6 41.2 9.2 Confl. Peds. 2 2 3 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles 0% 0% 0% 0% 0% 0% 1% 1% 1% 3% 3% 3% Shared Lane Traffic Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split 26.0 26.0 26.0 26.0 26.0 26.0 11.0 25.0 11.0 25.0 Total Split 19.0 19.0 19.0 23.0 23.0 23.0 15.0 102.0 16.0 103.0 Total Split 11.9% 11.9% 11.9% 14.4% 14.4% 14.4% 9.4% 63.8% 10.0% 64.4% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 3.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 8.0 5.0 5.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lag Lag Lead Lead Lead-Lag Optimize? Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 131 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 2: Avondale Rd 1 & NE 95 St ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 2: Avondale Rd 1 & NE 95 St 5/10/2016 Bear Creek Rezone 8 Report 2019 With 347 senior housing PM Peak 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 16 0 27 28 8 60 33 2096 83 66 1111 18 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1881 1584 1900 1845 1845 1900 Adj Flow Rate, veh/h 16 0 27 28 8 61 33 2117 84 67 1122 18 Adj No. of Lanes 0 1 1 0 1 1 1 2 0 1 2 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 0 0 0 0 0 0 1 1 1 3 3 3 Cap, veh/h 51 0 44 71 20 81 330 2155 85 84 2162 35 Arrive On Green 0.03 0.00 0.03 0.05 0.05 0.05 0.37 1.00 1.00 0.05 0.61 0.61 Sat Flow, veh/h 1810 0 1580 1422 406 1615 1792 2952 116 1757 3530 57 Grp Volume(v), veh/h 16 0 27 36 0 61 33 1072 1129 67 557 583 Grp Sat Flow(s),veh/h/ln 1810 0 1580 1829 0 1615 1792 1505 1563 1757 1752 1835 Q Serve(g_s), s 1.4 0.0 2.7 3.1 0.0 6.0 1.9 0.0 0.0 6.0 28.9 28.9 Cycle Q Clear(g_c), s 1.4 0.0 2.7 3.1 0.0 6.0 1.9 0.0 0.0 6.0 28.9 28.9 Prop In Lane 1.00 1.00 0.78 1.00 1.00 0.07 1.00 0.03 Lane Grp Cap(c), veh/h 51 0 44 92 0 81 330 1099 1142 84 1073 1124 V/C Ratio(X) 0.32 0.00 0.61 0.39 0.00 0.75 0.10 0.98 0.99 0.80 0.52 0.52 Avail Cap(c_a), veh/h 158 0 138 206 0 [PHONE REDACTED] 1142 121 1073 1124 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.24 0.24 0.24 1.00 1.00 1.00 Uniform Delay s/veh 76.2 0.0 76.9 73.6 0.0 75.0 41.8 0.0 0.0 75.4 17.6 17.6 Incr Delay (d2), s/veh 3.5 0.0 12.7 2.7 0.0 13.1 0.0 8.8 10.7 20.6 1.8 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 1.3 1.6 0.0 3.0 1.0 2.7 3.4 3.4 14.5 15.1 Delay(d),s/veh 79.7 0.0 89.6 76.3 0.0 88.1 41.8 8.8 10.7 96.0 19.4 19.3 LOS E F E F D A B F B B Approach Vol, veh/h 43 97 2234 1207 Approach Delay, s/veh 85.9 83.7 10.3 23.6 Approach LOS F F B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.7 124.8 9.5 34.5 103.0 13.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 11.0 97.0 14.0 10.0 98.0 18.0 Max Q Clear Time (g_c+I1), s 8.0 3.0 4.7 3.9 30.9 8.0 Green Ext Time s 0.0 29.2 0.0 4.8 5.5 0.2 Intersection Summary HCM 2010 Ctrl Delay 17.7 HCM 2010 LOS B Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings 3: Avondale Rd 1 & 180th Ave NE 5/10/2016 Bear Creek Rezone 8 Report 2019 With 347 senior housing PM Peak 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 10 0 25 43 0 11 39 2212 58 14 1221 5 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1600 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 200 0 100 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 40 Link Distance (ft) [PHONE REDACTED] 1512 Travel Time 18.6 10.8 65.9 25.8 Confl. Peds. 5 5 5 5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.92 0.95 0.95 Heavy Vehicles 2% 2% 2% 2% 2% 2% 1% 1% 1% 2% 2% 2% Shared Lane Traffic Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 5.0 5.0 4.0 4.0 4.0 4.0 Minimum Split 27.0 27.0 26.0 26.0 10.0 25.0 10.0 25.0 Total Split 27.0 27.0 27.0 27.0 14.0 123.0 10.0 119.0 Total Split 16.9% 16.9% 16.9% 16.9% 8.8% 76.9% 6.3% 74.4% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 3.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 8.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 86 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 3: Avondale Rd 1 & 180th Ave NE ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 3: Avondale Rd 1 & 180th Ave NE 5/10/2016 Bear Creek Rezone 8 Report 2019 With 347 senior housing PM Peak 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 10 0 25 43 0 11 39 2212 58 14 1221 5 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.98 0.98 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1881 1584 1900 1863 1863 1900 Adj Flow Rate, veh/h 11 0 26 45 0 12 41 2328 61 15 1285 5 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.92 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 1 1 1 2 2 2 Cap, veh/h 48 12 71 112 5 20 53 2433 63 22 2940 11 Arrive On Green 0.06 0.00 0.06 0.06 0.00 0.06 0.06 1.00 1.00 0.02 1.00 1.00 Sat Flow, veh/h [PHONE REDACTED] 1125 74 320 1792 2997 78 1774 3616 14 Grp Volume(v), veh/h 37 0 0 57 0 0 41 1164 1225 15 629 661 Grp Sat Flow(s),veh/h/ln 1594 0 0 1519 0 0 1792 1505 1570 1774 1770 1860 Q Serve(g_s), s 0.0 0.0 0.0 1.9 0.0 0.0 3.6 0.0 0.0 1.3 0.0 0.0 Cycle Q Clear(g_c), s 3.5 0.0 0.0 5.4 0.0 0.0 3.6 0.0 0.0 1.3 0.0 0.0 Prop In Lane 0.30 0.70 0.79 0.21 1.00 0.05 1.00 0.01 Lane Grp Cap(c), veh/h 130 0 0 137 0 0 53 1222 1275 22 1439 1513 V/C Ratio(X) 0.28 0.00 0.00 0.42 0.00 0.00 0.77 0.95 0.96 0.70 0.44 0.44 Avail Cap(c_a), veh/h 241 0 0 240 0 0 101 1222 1275 55 1439 1513 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.22 0.22 0.22 0.91 0.91 0.91 Uniform Delay s/veh 71.8 0.0 0.0 72.6 0.0 0.0 74.8 0.0 0.0 77.8 0.0 0.0 Incr Delay (d2), s/veh 1.2 0.0 0.0 2.0 0.0 0.0 5.3 5.3 5.8 30.6 0.9 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 0.0 2.5 0.0 0.0 1.9 1.8 2.1 0.8 0.4 0.4 Delay(d),s/veh 73.0 0.0 0.0 74.6 0.0 0.0 80.1 5.3 5.8 108.3 0.9 0.8 LOS E E F A A F A A Approach Vol, veh/h 37 57 2430 1305 Approach Delay, s/veh 73.0 74.6 6.8 2.1 Approach LOS E E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.9 137.9 15.2 9.7 135.1 15.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 5.0 118.0 22.0 9.0 114.0 22.0 Max Q Clear Time (g_c+I1), s 3.3 3.0 5.5 5.6 2.0 7.4 Green Ext Time s 0.0 114.3 0.4 0.0 111.3 0.4 Intersection Summary HCM 2010 Ctrl Delay 6.8 HCM 2010 LOS A ---PAGE BREAK--- Lanes, Volumes, Timings 4: Avondale Rd 1 & Avondale Way 5/10/2016 Bear Creek Rezone 8 Report 2019 With 347 senior housing PM Peak 1% Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 699 47 0 1810 962 427 Ideal Flow 1900 1900 1900 1600 1900 1900 Storage Length (ft) 500 20 0 100 Storage Lanes 1 1 0 1 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 30 25 40 Link Distance (ft) [PHONE REDACTED] Travel Time 12.1 23.8 41.2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles 1% 1% 1% 1% 2% 2% Shared Lane Traffic Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 24 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.24 1.00 1.00 Turning Speed (mph) 15 9 15 9 Turn Type Prot Prot NA NA Free Protected Phases 4 4 2 6 Permitted Phases 2 Free Detector Phase 4 4 2 6 Switch Phase Minimum Initial 5.0 5.0 7.0 7.0 Minimum Split 10.0 10.0 12.0 12.0 Total Split 58.0 58.0 102.0 102.0 Total Split 36.3% 36.3% 63.8% 63.8% Yellow Time 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 3.0 0.0 Total Lost Time 5.0 5.0 8.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 1 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 4: Avondale Rd 1 & Avondale Way ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 4: Avondale Rd 1 & Avondale Way 5/10/2016 Bear Creek Rezone 8 Report 2019 With 347 senior housing PM Peak 1% Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 699 47 0 1810 962 427 Number 7 14 5 2 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 0 1584 1863 1863 Adj Flow Rate, veh/h 752 51 0 1946 1034 0 Adj No. of Lanes 2 1 0 2 2 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 1 0 1 2 2 Cap, veh/h 904 416 0 1982 2397 1072 Arrive On Green 0.26 0.26 0.00 0.88 0.22 0.00 Sat Flow, veh/h 3476 1599 0 3168 3632 1583 Grp Volume(v), veh/h 752 51 0 1946 1034 0 Grp Sat Flow(s),veh/h/ln 1738 1599 0 1505 1770 1583 Q Serve(g_s), s 32.7 3.9 0.0 91.6 40.2 0.0 Cycle Q Clear(g_c), s 32.7 3.9 0.0 91.6 40.2 0.0 Prop In Lane 1.00 1.00 0.00 1.00 Lane Grp Cap(c), veh/h 904 416 0 1982 2397 1072 V/C Ratio(X) 0.83 0.12 0.00 0.98 0.43 0.00 Avail Cap(c_a), veh/h 1151 530 0 1982 2397 1072 HCM Platoon Ratio 1.00 1.00 1.00 1.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 0.00 0.31 0.90 0.00 Uniform Delay s/veh 55.9 45.2 0.0 9.1 35.6 0.0 Incr Delay (d2), s/veh 4.2 0.1 0.0 7.8 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 16.2 1.7 0.0 38.2 19.9 0.0 Delay(d),s/veh 60.1 45.4 0.0 16.9 36.1 0.0 LOS E D B D Approach Vol, veh/h 803 1946 1034 Approach Delay, s/veh 59.2 16.9 36.1 Approach LOS E B D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 113.4 46.6 113.4 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 97.0 53.0 97.0 Max Q Clear Time (g_c+I1), s 94.6 34.7 42.2 Green Ext Time s 2.4 6.9 50.6 Intersection Summary HCM 2010 Ctrl Delay 31.1 HCM 2010 LOS C ---PAGE BREAK--- Lanes, Volumes, Timings 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 With 347 senior housing PM Peak 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 4 587 29 447 446 463 98 1323 1042 251 630 18 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1600 1900 1900 1900 1900 Storage Length (ft) 200 0 0 260 150 0 400 120 Storage Lanes 1 1 2 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 35 25 40 Link Distance (ft) 465 621 484 872 Travel Time 10.6 12.1 13.2 14.9 Confl. Peds. 8 4 4 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 2% 2% 4% 4% 4% Shared Lane Traffic Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Prot NA Prot NA pm+ov Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 1 5 2 3 1 6 Permitted Phases 8 2 Detector Phase 7 4 3 8 1 5 2 3 1 6 Switch Phase Minimum Initial 6.0 6.0 6.0 6.0 8.0 5.0 8.0 6.0 8.0 8.0 Minimum Split 20.0 34.0 25.0 30.0 18.0 12.0 40.0 25.0 18.0 40.0 Total Split 18.0 33.0 25.0 40.0 22.0 40.0 80.0 25.0 22.0 62.0 Total Split 11.3% 20.6% 15.6% 25.0% 13.8% 25.0% 50.0% 15.6% 13.8% 38.8% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.5 1.0 1.0 1.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 8.5 5.0 5.0 5.5 Lead/Lag Lead Lead Lag Lag Lag Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None None C-Max Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 0 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green, Master Intersection Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 With 347 senior housing PM Peak 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 4 587 29 447 446 463 98 1323 1042 251 630 18 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1569 1863 1827 1827 1900 Adj Flow Rate, veh/h 4 593 29 452 451 366 99 1336 1018 254 636 18 Adj No. of Lanes 1 2 0 2 1 1 1 2 1 1 3 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 4 4 4 Cap, veh/h 11 601 29 430 547 [PHONE REDACTED] [PHONE REDACTED] 86 Arrive On Green 0.01 0.17 0.17 0.13 0.29 0.29 0.07 0.45 0.47 0.07 0.20 0.20 Sat Flow, veh/h 1774 3432 168 3442 1863 1577 1774 2980 1579 1740 4986 141 Grp Volume(v), veh/h 4 305 317 452 451 366 99 1336 1018 254 424 230 Grp Sat Flow(s),veh/h/ln 1774 1770 1830 1721 1863 1577 1774 1490 1579 1740 1663 1802 Q Serve(g_s), s 0.4 27.5 27.6 20.0 36.1 1.8 8.8 71.5 74.5 22.8 17.0 17.1 Cycle Q Clear(g_c), s 0.4 27.5 27.6 20.0 36.1 1.8 8.8 71.5 74.5 22.8 17.0 17.1 Prop In Lane 1.00 0.09 1.00 1.00 1.00 1.00 1.00 0.08 Lane Grp Cap(c), veh/h 11 310 320 430 547 [PHONE REDACTED] [PHONE REDACTED] 1097 V/C Ratio(X) 0.37 0.99 0.99 1.05 0.82 0.46 0.80 1.00 1.09 0.70 0.21 0.21 Avail Cap(c_a), veh/h 144 310 320 430 547 [PHONE REDACTED] [PHONE REDACTED] 1097 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 0.81 0.81 0.81 1.00 1.00 1.00 0.91 0.91 0.91 Uniform Delay s/veh 79.2 65.8 65.8 70.0 52.6 26.2 73.4 44.2 32.7 69.5 31.8 31.8 Incr Delay (d2), s/veh 19.6 47.2 47.0 53.0 8.2 0.3 4.5 25.4 57.4 5.5 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 17.5 18.2 12.7 19.8 10.4 4.5 34.1 47.2 11.6 7.9 8.7 Delay(d),s/veh 98.8 113.0 112.8 123.0 60.8 26.5 77.9 69.7 90.1 75.0 32.0 32.2 LOS F F F F E C E F F E C C Approach Vol, veh/h 626 1269 2453 908 Approach Delay, s/veh 112.8 73.0 78.5 44.1 Approach LOS F E E D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 39.5 80.0 25.0 33.0 16.1 103.4 6.0 52.0 Change Period (Y+Rc), s 5.5 * 5.5 5.0 5.0 5.0 5.5 5.0 5.0 Max Green Setting (Gmax), s 17.0 * 75 20.0 28.0 35.0 56.5 13.0 35.0 Max Q Clear Time (g_c+I1), s 24.8 76.5 22.0 29.6 10.8 20.0 2.4 38.1 Green Ext Time s 0.0 0.0 0.0 0.0 0.5 8.7 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 75.3 HCM 2010 LOS E Notes User approved pedestrian interval to be less than phase max green. User approved ignoring U-Turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. ---PAGE BREAK--- 2019 With Project (155 Senior Housing Units) ---PAGE BREAK--- Lanes, Volumes, Timings 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 155 senior housing AM Peak - 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 19 5 33 746 1 265 4 392 0 186 1243 10 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1600 1900 Storage Length (ft) 0 0 0 0 150 0 150 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 25 Link Distance (ft) 219 [PHONE REDACTED] Travel Time 6.0 7.1 6.6 54.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles 6% 6% 6% 2% 2% 2% 8% 8% 8% 3% 3% 3% Shared Lane Traffic 50% Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 8 4 Detector Phase 8 8 8 4 4 4 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split 25.0 25.0 25.0 25.0 25.0 25.0 11.0 25.0 11.0 25.0 Total Split 25.0 25.0 25.0 25.0 25.0 25.0 12.0 63.0 27.0 78.0 Total Split 17.9% 17.9% 17.9% 17.9% 17.9% 17.9% 8.6% 45.0% 19.3% 55.7% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 8.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 27 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 155 senior housing AM Peak - 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 19 5 33 746 1 265 4 392 0 186 1243 10 Number 3 8 18 7 4 14 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1792 1792 1863 1863 1863 1759 1759 0 1845 1553 1900 Adj Flow Rate, veh/h 20 5 31 795 0 71 4 417 0 198 1322 11 Adj No. of Lanes 0 1 1 2 0 1 1 2 0 1 2 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 6 6 6 2 2 2 8 8 0 3 3 3 Cap, veh/h 43 11 48 507 0 226 7 1854 0 226 1972 16 Arrive On Green 0.03 0.03 0.03 0.14 0.00 0.14 0.00 0.18 0.00 0.13 0.66 0.68 Sat Flow, veh/h 1379 345 1524 3548 0 1583 1675 3431 0 1757 3000 25 Grp Volume(v), veh/h 25 0 31 795 0 71 4 417 0 198 650 683 Grp Sat Flow(s),veh/h/ln 1724 0 1524 1774 0 1583 1675 1671 0 1757 1476 1549 Q Serve(g_s), s 2.0 0.0 2.8 20.0 0.0 5.6 0.3 14.9 0.0 15.5 37.8 37.8 Cycle Q Clear(g_c), s 2.0 0.0 2.8 20.0 0.0 5.6 0.3 14.9 0.0 15.5 37.8 37.8 Prop In Lane 0.80 1.00 1.00 1.00 1.00 0.00 1.00 0.02 Lane Grp Cap(c), veh/h 54 0 48 507 0 226 7 1854 0 [PHONE REDACTED] V/C Ratio(X) 0.46 0.00 0.65 1.57 0.00 0.31 0.58 0.22 0.00 0.88 0.67 0.67 Avail Cap(c_a), veh/h 246 0 218 507 0 226 84 1854 0 [PHONE REDACTED] HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.79 0.79 0.79 Uniform Delay s/veh 66.7 0.0 67.1 60.0 0.0 53.8 69.8 31.6 0.0 59.9 14.7 14.7 Incr Delay (d2), s/veh 6.1 0.0 14.0 265.3 0.0 0.8 59.3 0.3 0.0 18.7 2.9 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 1.4 28.5 0.0 2.5 0.3 7.0 0.0 8.7 16.1 16.9 Delay(d),s/veh 72.7 0.0 81.0 325.3 0.0 54.6 129.1 31.8 0.0 78.7 17.6 17.5 LOS E F F D F C E B B Approach Vol, veh/h 56 [PHONE REDACTED] Approach Delay, s/veh 77.3 303.1 32.8 25.4 Approach LOS E F C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 23.0 82.6 25.0 5.6 100.0 9.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 22.0 58.0 20.0 7.0 73.0 20.0 Max Q Clear Time (g_c+I1), s 17.5 16.9 22.0 2.3 40.8 4.8 Green Ext Time s 0.5 26.9 0.0 0.0 22.7 0.1 Intersection Summary HCM 2010 Ctrl Delay 111.2 HCM 2010 LOS F Notes User approved volume balancing among the lanes for turning movement. ---PAGE BREAK--- Lanes, Volumes, Timings 2: Avondale Rd 1 & NE 95 St 5/10/2016 Bear Creek Rezone 8 Report 2019 155 senior housing AM Peak - 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 29 6 57 56 4 30 4 653 8 9 2001 7 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1600 1900 Storage Length (ft) 0 25 0 25 160 0 125 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 25 Link Distance (ft) [PHONE REDACTED] 582 Travel Time 10.5 18.2 29.5 15.9 Confl. Peds. 2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 3% 3% 3% 3% 3% 3% 8% 8% 8% 2% 2% 2% Shared Lane Traffic Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 8 4 Detector Phase 8 8 8 4 4 4 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split 26.0 26.0 26.0 25.0 25.0 25.0 11.0 25.0 11.0 25.0 Total Split 26.0 26.0 26.0 25.0 25.0 25.0 11.0 78.0 11.0 78.0 Total Split 18.6% 18.6% 18.6% 17.9% 17.9% 17.9% 7.9% 55.7% 7.9% 55.7% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 8.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 137 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 2: Avondale Rd 1 & NE 95 St ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 2: Avondale Rd 1 & NE 95 St 5/10/2016 Bear Creek Rezone 8 Report 2019 155 senior housing AM Peak - 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 29 6 57 56 4 30 4 653 8 9 2001 7 Number 3 8 18 7 4 14 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1845 1845 1900 1845 1845 1759 1759 1900 1863 1569 1900 Adj Flow Rate, veh/h 32 7 63 62 4 33 4 726 9 10 2223 8 Adj No. of Lanes 0 1 1 0 1 1 1 2 0 1 2 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 3 3 3 3 3 3 8 8 8 2 2 2 Cap, veh/h 79 17 85 85 6 81 7 2509 31 16 2210 8 Arrive On Green 0.05 0.05 0.05 0.05 0.05 0.05 0.01 1.00 1.00 0.01 0.73 0.75 Sat Flow, veh/h 1454 318 1568 1655 107 1568 1675 3381 42 1774 3046 11 Grp Volume(v), veh/h 39 0 63 66 0 33 4 359 376 10 1087 1144 Grp Sat Flow(s),veh/h/ln 1772 0 1568 1762 0 1568 1675 1671 1752 1774 1490 1567 Q Serve(g_s), s 3.0 0.0 5.5 5.2 0.0 2.9 0.3 0.0 0.0 0.8 101.6 101.6 Cycle Q Clear(g_c), s 3.0 0.0 5.5 5.2 0.0 2.9 0.3 0.0 0.0 0.8 101.6 101.6 Prop In Lane 0.82 1.00 0.94 1.00 1.00 0.02 1.00 0.01 Lane Grp Cap(c), veh/h 96 0 85 91 0 81 7 1240 1300 16 1081 1137 V/C Ratio(X) 0.40 0.00 0.74 0.73 0.00 0.41 0.58 0.29 0.29 0.61 1.01 1.01 Avail Cap(c_a), veh/h 266 0 235 252 0 224 72 1240 1300 76 1081 1137 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.98 0.98 0.98 1.00 1.00 1.00 Uniform Delay s/veh 64.0 0.0 65.2 65.4 0.0 64.3 69.3 0.0 0.0 69.1 19.2 19.2 Incr Delay (d2), s/veh 2.7 0.0 11.7 10.4 0.0 3.3 58.2 0.6 0.6 31.8 28.6 28.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 2.7 2.8 0.0 1.3 0.3 0.2 0.2 0.5 49.7 52.2 Delay(d),s/veh 66.7 0.0 76.9 75.8 0.0 67.6 127.5 0.6 0.6 100.9 47.9 47.5 LOS E E E E F A A F F F Approach Vol, veh/h 102 99 739 2241 Approach Delay, s/veh 73.0 73.1 1.3 47.9 Approach LOS E E A D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.3 108.9 12.2 5.6 109.6 12.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 6.0 73.0 20.0 6.0 73.0 21.0 Max Q Clear Time (g_c+I1), s 2.8 2.0 7.2 2.3 104.6 7.5 Green Ext Time s 0.0 39.3 0.2 0.0 0.0 0.2 Intersection Summary HCM 2010 Ctrl Delay 38.7 HCM 2010 LOS D ---PAGE BREAK--- Lanes, Volumes, Timings 3: Avondale Rd 1 & 180th Ave NE 5/10/2016 Bear Creek Rezone 8 Report 2019 155 senior housing AM Peak - 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 8 0 50 36 0 9 10 669 14 5 2166 5 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1600 1900 Storage Length (ft) 0 0 0 0 200 0 100 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 25 Link Distance (ft) [PHONE REDACTED] 1512 Travel Time 18.7 15.9 47.2 41.2 Confl. Peds. 5 5 5 7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles 2% 2% 2% 2% 2% 2% 5% 5% 5% 2% 2% 2% Shared Lane Traffic Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 5.0 5.0 4.0 4.0 5.0 4.0 Minimum Split 25.0 25.0 26.0 26.0 10.0 25.0 10.0 28.0 Total Split 26.0 26.0 26.0 26.0 10.0 104.0 10.0 104.0 Total Split 18.6% 18.6% 18.6% 18.6% 7.1% 74.3% 7.1% 74.3% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 3.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 8.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 12 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 3: Avondale Rd 1 & 180th Ave NE ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 3: Avondale Rd 1 & 180th Ave NE 5/10/2016 Bear Creek Rezone 8 Report 2019 155 senior housing AM Peak - 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 8 0 50 36 0 9 10 669 14 5 2166 5 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.98 0.98 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1810 1810 1900 1863 1569 1900 Adj Flow Rate, veh/h 9 0 54 39 0 10 11 727 15 5 2354 5 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 5 5 5 2 2 2 Cap, veh/h 38 6 88 116 5 19 17 2829 58 11 2429 5 Arrive On Green 0.07 0.00 0.07 0.07 0.00 0.07 0.02 1.00 1.00 0.01 1.00 1.00 Sat Flow, veh/h 128 96 1342 1070 80 295 1723 3445 71 1774 3051 6 Grp Volume(v), veh/h 63 0 0 49 0 0 11 363 379 5 1149 1210 Grp Sat Flow(s),veh/h/ln 1566 0 0 1445 0 0 1723 1719 1797 1774 1490 1567 Q Serve(g_s), s 1.0 0.0 0.0 0.0 0.0 0.0 0.9 0.0 0.0 0.4 0.0 0.0 Cycle Q Clear(g_c), s 5.4 0.0 0.0 4.4 0.0 0.0 0.9 0.0 0.0 0.4 0.0 0.0 Prop In Lane 0.14 0.86 0.80 0.20 1.00 0.04 1.00 0.00 Lane Grp Cap(c), veh/h 132 0 0 141 0 0 17 1412 1475 11 1186 1248 V/C Ratio(X) 0.48 0.00 0.00 0.35 0.00 0.00 0.64 0.26 0.26 0.45 0.97 0.97 Avail Cap(c_a), veh/h 260 0 0 256 0 0 62 1412 1475 63 1186 1248 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.98 0.98 0.98 0.17 0.17 0.17 Uniform Delay s/veh 63.7 0.0 0.0 63.2 0.0 0.0 68.4 0.0 0.0 68.9 0.0 0.0 Incr Delay (d2), s/veh 2.7 0.0 0.0 1.5 0.0 0.0 33.0 0.4 0.4 4.6 5.6 5.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 0.0 1.9 0.0 0.0 0.6 0.2 0.2 0.2 1.8 1.9 Delay(d),s/veh 66.3 0.0 0.0 64.6 0.0 0.0 101.4 0.4 0.4 73.5 5.6 5.5 LOS E E F A A E A A Approach Vol, veh/h 63 49 753 2364 Approach Delay, s/veh 66.3 64.6 1.9 5.7 Approach LOS E E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.9 120.0 14.2 6.4 119.5 14.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 5.0 99.0 21.0 5.0 99.0 21.0 Max Q Clear Time (g_c+I1), s 2.4 2.0 7.4 2.9 3.0 6.4 Green Ext Time s 0.0 96.4 0.5 0.0 95.4 0.5 Intersection Summary HCM 2010 Ctrl Delay 6.9 HCM 2010 LOS A ---PAGE BREAK--- Lanes, Volumes, Timings 4: Avondale Rd 1 & Avondale Way 5/10/2016 Bear Creek Rezone 8 Report 2019 155 senior housing AM Peak - 1% Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 96 1 0 603 2008 402 Ideal Flow 1900 1900 1900 1900 1600 1900 Storage Length (ft) 500 20 0 100 Storage Lanes 1 1 0 1 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 30 35 25 Link Distance (ft) 1136 883 2421 Travel Time 25.8 17.2 66.0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles 2% 2% 8% 8% 2% 2% Shared Lane Traffic Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 24 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.24 1.00 Turning Speed (mph) 15 9 15 9 Turn Type Prot Prot NA NA Free Protected Phases 4 4 2 6 Permitted Phases 2 Free Detector Phase 4 4 2 6 Switch Phase Minimum Initial 5.0 5.0 7.0 7.0 Minimum Split 10.0 10.0 12.0 12.0 Total Split 15.0 15.0 125.0 125.0 Total Split 10.7% 10.7% 89.3% 89.3% Yellow Time 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 3.0 Total Lost Time 5.0 5.0 5.0 8.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 76 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 4: Avondale Rd 1 & Avondale Way ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 4: Avondale Rd 1 & Avondale Way 5/10/2016 Bear Creek Rezone 8 Report 2019 155 senior housing AM Peak - 1% Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 96 1 0 603 2008 402 Number 7 14 5 2 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 0 1759 1569 1863 Adj Flow Rate, veh/h 99 1 0 622 2070 0 Adj No. of Lanes 2 1 0 2 2 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 0 8 2 2 Cap, veh/h 148 68 0 2960 2575 1402 Arrive On Green 0.04 0.04 0.00 1.00 1.00 0.00 Sat Flow, veh/h 3442 1583 0 3519 3059 1583 Grp Volume(v), veh/h 99 1 0 622 2070 0 Grp Sat Flow(s),veh/h/ln 1721 1583 0 1671 1490 1583 Q Serve(g_s), s 4.0 0.1 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 4.0 0.1 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 Lane Grp Cap(c), veh/h 148 68 0 2960 2575 1402 V/C Ratio(X) 0.67 0.01 0.00 0.21 0.80 0.00 Avail Cap(c_a), veh/h 246 113 0 2960 2575 1402 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.99 0.99 0.00 0.93 0.21 0.00 Uniform Delay s/veh 66.0 64.1 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 5.0 0.1 0.0 0.2 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 0.0 0.1 0.2 0.0 Delay(d),s/veh 71.0 64.2 0.0 0.2 0.6 0.0 LOS E E A A Approach Vol, veh/h [PHONE REDACTED] Approach Delay, s/veh 70.9 0.2 0.6 Approach LOS E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 129.0 11.0 129.0 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 120.0 10.0 120.0 Max Q Clear Time (g_c+I1), s 2.0 6.0 3.0 Green Ext Time s 94.9 0.2 94.3 Intersection Summary HCM 2010 Ctrl Delay 3.0 HCM 2010 LOS A ---PAGE BREAK--- Lanes, Volumes, Timings 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 155 senior housing AM Peak - 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 6 354 84 750 280 147 75 400 [PHONE REDACTED] 8 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1600 1900 Storage Length (ft) 200 0 0 260 150 0 400 120 Storage Lanes 1 0 2 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 35 35 25 Link Distance (ft) 455 647 504 883 Travel Time 10.3 12.6 9.8 24.1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles 2% 2% 2% 7% 7% 7% 5% 5% 5% 2% 2% 2% Shared Lane Traffic Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Prot NA Prot NA pm+ov Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 1 5 2 3 1 6 Permitted Phases 8 2 Detector Phase 7 4 3 8 1 5 2 3 1 6 Switch Phase Minimum Initial 6.0 6.0 6.0 6.0 8.0 5.0 8.0 6.0 8.0 8.0 Minimum Split 25.0 34.0 25.0 30.0 13.0 11.0 32.5 25.0 13.0 30.5 Total Split 25.0 34.0 39.0 48.0 31.0 11.0 36.0 39.0 31.0 56.0 Total Split 17.9% 24.3% 27.9% 34.3% 22.1% 7.9% 25.7% 27.9% 22.1% 40.0% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.5 1.0 1.0 1.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.5 5.0 5.0 8.5 Lead/Lag Lead Lead Lag Lag Lead Lead Lag Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None None C-Max None None C-Max Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green, Master Intersection Natural Cycle: 135 Control Type: Actuated-Coordinated Splits and Phases: 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 155 senior housing AM Peak - 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 6 354 84 750 280 147 75 400 [PHONE REDACTED] 8 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1776 1776 1776 1810 1810 1810 1863 1569 1900 Adj Flow Rate, veh/h 6 369 88 781 292 93 78 417 [PHONE REDACTED] 8 Adj No. of Lanes 1 2 0 2 1 1 1 2 1 1 3 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 7 7 7 5 5 5 2 2 2 Cap, veh/h 16 449 106 797 696 812 74 1054 [PHONE REDACTED] 8 Arrive On Green 0.01 0.16 0.16 0.41 0.65 0.65 0.04 0.31 0.31 0.05 0.13 0.14 Sat Flow, veh/h 1774 2843 671 3281 1776 1509 1723 3438 1538 1774 4398 21 Grp Volume(v), veh/h 6 228 229 781 292 93 78 417 [PHONE REDACTED] 587 Grp Sat Flow(s),veh/h/ln 1774 1770 1744 1640 1776 1509 1723 1719 1538 1774 1427 1565 Q Serve(g_s), s 0.5 17.4 17.8 32.9 11.0 2.5 6.0 13.4 12.9 17.6 52.3 52.3 Cycle Q Clear(g_c), s 0.5 17.4 17.8 32.9 11.0 2.5 6.0 13.4 12.9 17.6 52.3 52.3 Prop In Lane 1.00 0.38 1.00 1.00 1.00 1.00 1.00 0.01 Lane Grp Cap(c), veh/h 16 279 276 797 696 812 74 1054 [PHONE REDACTED] 608 V/C Ratio(X) 0.38 0.82 0.83 0.98 0.42 0.11 1.06 0.40 0.61 0.87 0.97 0.97 Avail Cap(c_a), veh/h 253 367 361 797 696 812 74 1054 [PHONE REDACTED] 608 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 0.46 0.46 0.46 Uniform Delay s/veh 69.0 57.0 57.1 41.3 16.6 8.8 67.0 38.3 7.4 65.3 60.1 60.1 Incr Delay (d2), s/veh 14.3 10.4 11.8 24.0 0.3 0.1 121.0 1.1 3.3 9.1 11.9 17.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 1.3 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 9.4 9.5 17.5 5.3 1.0 5.3 6.5 6.5 9.3 22.5 25.7 Delay(d),s/veh 83.3 67.3 69.0 65.2 16.9 8.9 189.3 39.4 10.7 74.4 72.0 77.9 LOS F E E E B A F D B E E E Approach Vol, veh/h 463 1166 1011 1883 Approach Delay, s/veh 68.3 48.7 36.3 74.1 Approach LOS E D D E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 25.5 48.4 39.0 27.1 11.0 62.9 6.2 59.9 Change Period (Y+Rc), s 5.0 5.5 5.0 5.0 5.0 5.5 5.0 5.0 Max Green Setting (Gmax), s 26.0 30.5 34.0 29.0 6.0 50.5 20.0 43.0 Max Q Clear Time (g_c+I1), s 19.6 15.4 34.9 19.8 8.0 55.3 2.5 13.0 Green Ext Time s 0.8 14.0 0.0 2.3 0.0 0.0 0.0 11.9 Intersection Summary HCM 2010 Ctrl Delay 58.5 HCM 2010 LOS E Notes User approved ignoring U-Turning movement. ---PAGE BREAK--- Lanes, Volumes, Timings 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 With A155 senior housing PM Peak 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 11 4 22 379 2 306 29 1554 0 231 881 19 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1600 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 150 0 150 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 40 Link Distance (ft) 174 [PHONE REDACTED] Travel Time 4.7 5.6 10.4 34.7 Confl. Peds. 3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles 0% 0% 0% 1% 1% 1% 1% 1% 1% 2% 2% 2% Shared Lane Traffic 50% Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split 25.0 25.0 25.0 25.0 25.0 25.0 11.0 25.0 11.0 25.0 Total Split 25.0 25.0 25.0 35.0 35.0 35.0 18.0 76.0 24.0 82.0 Total Split 15.6% 15.6% 15.6% 21.9% 21.9% 21.9% 11.3% 47.5% 15.0% 51.3% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 8.0 5.0 5.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lag Lag Lead Lead Lead-Lag Optimize? Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 14 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 With A155 senior housing PM Peak 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 11 4 22 379 2 306 29 1554 0 231 881 19 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1900 1900 1881 1881 1881 1881 1584 0 1863 1863 1900 Adj Flow Rate, veh/h 11 4 0 388 0 71 30 1586 0 236 899 19 Adj No. of Lanes 0 1 1 2 0 1 1 2 0 1 2 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 0 0 1 1 1 1 1 0 2 2 2 Cap, veh/h 25 9 30 484 0 [PHONE REDACTED] 0 211 1706 36 Arrive On Green 0.02 0.02 0.00 0.14 0.00 0.14 0.16 0.39 0.00 0.12 0.48 0.48 Sat Flow, veh/h 1344 489 1615 3583 0 1599 1792 3089 0 1774 3544 75 Grp Volume(v), veh/h 15 0 0 388 0 71 30 1586 0 236 449 469 Grp Sat Flow(s),veh/h/ln 1833 0 1615 1792 0 1599 1792 1505 0 1774 1770 1850 Q Serve(g_s), s 1.3 0.0 0.0 16.8 0.0 6.4 2.3 79.4 0.0 19.0 28.2 28.2 Cycle Q Clear(g_c), s 1.3 0.0 0.0 16.8 0.0 6.4 2.3 79.4 0.0 19.0 28.2 28.2 Prop In Lane 0.73 1.00 1.00 1.00 1.00 0.00 1.00 0.04 Lane Grp Cap(c), veh/h 34 0 30 484 0 [PHONE REDACTED] 0 211 852 890 V/C Ratio(X) 0.44 0.00 0.00 0.80 0.00 0.33 0.07 0.90 0.00 1.12 0.53 0.53 Avail Cap(c_a), veh/h 229 0 202 672 0 [PHONE REDACTED] 0 211 852 890 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0.90 0.90 0.90 Uniform Delay s/veh 77.7 0.0 0.0 67.1 0.0 62.6 52.0 44.5 0.0 70.5 28.8 28.8 Incr Delay (d2), s/veh 8.5 0.0 0.0 4.8 0.0 0.9 0.1 8.0 0.0 94.9 2.1 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 0.0 8.7 0.0 2.9 1.1 35.0 0.0 14.9 14.2 14.8 Delay(d),s/veh 86.1 0.0 0.0 71.9 0.0 63.5 52.1 52.5 0.0 165.4 30.9 30.9 LOS F E E D D F C C Approach Vol, veh/h 15 459 1616 1154 Approach Delay, s/veh 86.1 70.6 52.5 58.4 Approach LOS F E D E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 24.0 101.4 8.0 43.4 82.0 26.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 71.0 20.0 13.0 77.0 30.0 Max Q Clear Time (g_c+I1), s 21.0 82.4 3.3 4.3 30.2 18.8 Green Ext Time s 0.0 0.0 0.0 7.6 10.1 2.8 Intersection Summary HCM 2010 Ctrl Delay 57.3 HCM 2010 LOS E Notes User approved volume balancing among the lanes for turning movement. ---PAGE BREAK--- Lanes, Volumes, Timings 2: Avondale Rd 1 & NE 95 St 5/10/2016 Bear Creek Rezone 8 Report 2019 With A155 senior housing PM Peak 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 16 0 27 28 8 60 33 2092 83 66 1106 18 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1600 1900 1900 1900 1900 Storage Length (ft) 0 25 0 25 160 0 125 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 40 Link Distance (ft) [PHONE REDACTED] 538 Travel Time 10.6 17.6 41.2 9.2 Confl. Peds. 2 2 3 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles 0% 0% 0% 0% 0% 0% 1% 1% 1% 3% 3% 3% Shared Lane Traffic Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split 26.0 26.0 26.0 26.0 26.0 26.0 11.0 25.0 11.0 25.0 Total Split 19.0 19.0 19.0 23.0 23.0 23.0 15.0 102.0 16.0 103.0 Total Split 11.9% 11.9% 11.9% 14.4% 14.4% 14.4% 9.4% 63.8% 10.0% 64.4% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 3.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 8.0 5.0 5.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lag Lag Lead Lead Lead-Lag Optimize? Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 131 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 2: Avondale Rd 1 & NE 95 St ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 2: Avondale Rd 1 & NE 95 St 5/10/2016 Bear Creek Rezone 8 Report 2019 With A155 senior housing PM Peak 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 16 0 27 28 8 60 33 2092 83 66 1106 18 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1881 1584 1900 1845 1845 1900 Adj Flow Rate, veh/h 16 0 27 28 8 61 33 2113 84 67 1117 18 Adj No. of Lanes 0 1 1 0 1 1 1 2 0 1 2 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 0 0 0 0 0 0 1 1 1 3 3 3 Cap, veh/h 51 0 44 71 20 81 330 2155 85 84 2162 35 Arrive On Green 0.03 0.00 0.03 0.05 0.05 0.05 0.37 1.00 1.00 0.05 0.61 0.61 Sat Flow, veh/h 1810 0 1580 1422 406 1615 1792 2952 117 1757 3530 57 Grp Volume(v), veh/h 16 0 27 36 0 61 33 1070 1127 67 554 581 Grp Sat Flow(s),veh/h/ln 1810 0 1580 1829 0 1615 1792 1505 1563 1757 1752 1834 Q Serve(g_s), s 1.4 0.0 2.7 3.1 0.0 6.0 1.9 0.0 0.0 6.0 28.7 28.7 Cycle Q Clear(g_c), s 1.4 0.0 2.7 3.1 0.0 6.0 1.9 0.0 0.0 6.0 28.7 28.7 Prop In Lane 1.00 1.00 0.78 1.00 1.00 0.07 1.00 0.03 Lane Grp Cap(c), veh/h 51 0 44 92 0 81 330 1099 1142 84 1073 1124 V/C Ratio(X) 0.32 0.00 0.61 0.39 0.00 0.75 0.10 0.97 0.99 0.80 0.52 0.52 Avail Cap(c_a), veh/h 158 0 138 206 0 [PHONE REDACTED] 1142 121 1073 1124 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.27 0.27 0.27 1.00 1.00 1.00 Uniform Delay s/veh 76.2 0.0 76.9 73.6 0.0 75.0 41.8 0.0 0.0 75.4 17.6 17.6 Incr Delay (d2), s/veh 3.5 0.0 12.7 2.7 0.0 13.1 0.0 9.4 11.2 20.6 1.8 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 1.3 1.6 0.0 3.0 1.0 2.9 3.6 3.4 14.4 15.0 Delay(d),s/veh 79.7 0.0 89.6 76.3 0.0 88.1 41.9 9.4 11.2 96.0 19.4 19.3 LOS E F E F D A B F B B Approach Vol, veh/h 43 97 2230 1202 Approach Delay, s/veh 85.9 83.7 10.8 23.6 Approach LOS F F B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.7 124.8 9.5 34.5 103.0 13.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 11.0 97.0 14.0 10.0 98.0 18.0 Max Q Clear Time (g_c+I1), s 8.0 3.0 4.7 3.9 30.7 8.0 Green Ext Time s 0.0 29.0 0.0 4.8 5.5 0.2 Intersection Summary HCM 2010 Ctrl Delay 18.0 HCM 2010 LOS B Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings 3: Avondale Rd 1 & 180th Ave NE 5/10/2016 Bear Creek Rezone 8 Report 2019 With A155 senior housing PM Peak 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 10 0 25 26 0 7 39 2212 38 9 1221 5 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1600 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 200 0 100 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 40 Link Distance (ft) [PHONE REDACTED] 1512 Travel Time 18.6 10.8 65.9 25.8 Confl. Peds. 5 5 5 5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.92 0.95 0.95 Heavy Vehicles 2% 2% 2% 2% 2% 2% 1% 1% 1% 2% 2% 2% Shared Lane Traffic Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 5.0 5.0 4.0 4.0 4.0 4.0 Minimum Split 27.0 27.0 26.0 26.0 10.0 25.0 10.0 25.0 Total Split 27.0 27.0 27.0 27.0 14.0 123.0 10.0 119.0 Total Split 16.9% 16.9% 16.9% 16.9% 8.8% 76.9% 6.3% 74.4% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 3.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 8.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 86 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 3: Avondale Rd 1 & 180th Ave NE ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 3: Avondale Rd 1 & 180th Ave NE 5/10/2016 Bear Creek Rezone 8 Report 2019 With A155 senior housing PM Peak 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 10 0 25 26 0 7 39 2212 38 9 1221 5 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.97 0.98 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1881 1584 1900 1863 1863 1900 Adj Flow Rate, veh/h 11 0 26 27 0 7 41 2328 40 10 1285 5 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.92 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 1 1 1 2 2 2 Cap, veh/h 44 8 55 98 5 16 53 2507 43 16 2988 12 Arrive On Green 0.05 0.00 0.05 0.05 0.00 0.05 0.06 1.00 1.00 0.02 1.00 1.00 Sat Flow, veh/h [PHONE REDACTED] 1140 91 319 1792 3028 52 1774 3616 14 Grp Volume(v), veh/h 37 0 0 34 0 0 41 1154 1214 10 629 661 Grp Sat Flow(s),veh/h/ln 1542 0 0 1551 0 0 1792 1505 1575 1774 1770 1860 Q Serve(g_s), s 0.6 0.0 0.0 0.0 0.0 0.0 3.6 0.0 0.0 0.9 0.0 0.0 Cycle Q Clear(g_c), s 3.6 0.0 0.0 3.0 0.0 0.0 3.6 0.0 0.0 0.9 0.0 0.0 Prop In Lane 0.30 0.70 0.79 0.21 1.00 0.03 1.00 0.01 Lane Grp Cap(c), veh/h 107 0 0 119 0 0 53 1246 1304 16 1462 1537 V/C Ratio(X) 0.35 0.00 0.00 0.29 0.00 0.00 0.77 0.93 0.93 0.63 0.43 0.43 Avail Cap(c_a), veh/h 236 0 0 239 0 0 101 1246 1304 55 1462 1537 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.24 0.24 0.24 0.91 0.91 0.91 Uniform Delay s/veh 73.8 0.0 0.0 73.5 0.0 0.0 74.8 0.0 0.0 78.3 0.0 0.0 Incr Delay (d2), s/veh 1.9 0.0 0.0 1.3 0.0 0.0 5.7 3.9 4.0 31.6 0.8 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 0.0 1.5 0.0 0.0 1.9 1.3 1.4 0.6 0.3 0.3 Delay(d),s/veh 75.7 0.0 0.0 74.9 0.0 0.0 80.5 3.9 4.0 109.9 0.8 0.8 LOS E E F A A F A A Approach Vol, veh/h 37 34 2409 1300 Approach Delay, s/veh 75.7 74.9 5.2 1.7 Approach LOS E E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.4 140.5 13.1 9.7 137.2 13.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 5.0 118.0 22.0 9.0 114.0 22.0 Max Q Clear Time (g_c+I1), s 2.9 3.0 5.6 5.6 2.0 5.0 Green Ext Time s 0.0 114.3 0.3 0.0 111.3 0.3 Intersection Summary HCM 2010 Ctrl Delay 5.3 HCM 2010 LOS A ---PAGE BREAK--- Lanes, Volumes, Timings 4: Avondale Rd 1 & Avondale Way 5/10/2016 Bear Creek Rezone 8 Report 2019 With A155 senior housing PM Peak 1% Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 694 47 0 1795 950 422 Ideal Flow 1900 1900 1900 1600 1900 1900 Storage Length (ft) 500 20 0 100 Storage Lanes 1 1 0 1 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 30 25 40 Link Distance (ft) [PHONE REDACTED] Travel Time 12.1 23.8 41.2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles 1% 1% 1% 1% 2% 2% Shared Lane Traffic Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 24 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.24 1.00 1.00 Turning Speed (mph) 15 9 15 9 Turn Type Prot Prot NA NA Free Protected Phases 4 4 2 6 Permitted Phases 2 Free Detector Phase 4 4 2 6 Switch Phase Minimum Initial 5.0 5.0 7.0 7.0 Minimum Split 10.0 10.0 12.0 12.0 Total Split 58.0 58.0 102.0 102.0 Total Split 36.3% 36.3% 63.8% 63.8% Yellow Time 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 3.0 0.0 Total Lost Time 5.0 5.0 8.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 1 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 4: Avondale Rd 1 & Avondale Way ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 4: Avondale Rd 1 & Avondale Way 5/10/2016 Bear Creek Rezone 8 Report 2019 With A155 senior housing PM Peak 1% Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 694 47 0 1795 950 422 Number 7 14 5 2 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 0 1584 1863 1863 Adj Flow Rate, veh/h 746 51 0 1930 1022 0 Adj No. of Lanes 2 1 0 2 2 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 1 0 1 2 2 Cap, veh/h 898 413 0 1987 2403 1075 Arrive On Green 0.26 0.26 0.00 0.88 0.22 0.00 Sat Flow, veh/h 3476 1599 0 3168 3632 1583 Grp Volume(v), veh/h 746 51 0 1930 1022 0 Grp Sat Flow(s),veh/h/ln 1738 1599 0 1505 1770 1583 Q Serve(g_s), s 32.4 3.9 0.0 84.9 39.6 0.0 Cycle Q Clear(g_c), s 32.4 3.9 0.0 84.9 39.6 0.0 Prop In Lane 1.00 1.00 0.00 1.00 Lane Grp Cap(c), veh/h 898 413 0 1987 2403 1075 V/C Ratio(X) 0.83 0.12 0.00 0.97 0.43 0.00 Avail Cap(c_a), veh/h 1151 530 0 1987 2403 1075 HCM Platoon Ratio 1.00 1.00 1.00 1.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 0.00 0.33 0.90 0.00 Uniform Delay s/veh 56.0 45.4 0.0 8.5 35.3 0.0 Incr Delay (d2), s/veh 4.2 0.1 0.0 6.6 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 16.1 1.7 0.0 35.1 19.6 0.0 Delay(d),s/veh 60.2 45.6 0.0 15.1 35.8 0.0 LOS E D B D Approach Vol, veh/h 797 1930 1022 Approach Delay, s/veh 59.2 15.1 35.8 Approach LOS E B D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 113.6 46.4 113.6 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 97.0 53.0 97.0 Max Q Clear Time (g_c+I1), s 87.9 34.4 41.6 Green Ext Time s 8.9 6.9 50.8 Intersection Summary HCM 2010 Ctrl Delay 30.1 HCM 2010 LOS C ---PAGE BREAK--- Lanes, Volumes, Timings 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 With A155 senior housing PM Peak 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 4 587 29 447 446 460 98 1311 1042 249 620 18 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1600 1900 1900 1900 1900 Storage Length (ft) 200 0 0 260 150 0 400 120 Storage Lanes 1 1 2 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 35 25 40 Link Distance (ft) 465 621 484 872 Travel Time 10.6 12.1 13.2 14.9 Confl. Peds. 8 4 4 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 2% 2% 4% 4% 4% Shared Lane Traffic Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Prot NA Prot NA pm+ov Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 1 5 2 3 1 6 Permitted Phases 8 2 Detector Phase 7 4 3 8 1 5 2 3 1 6 Switch Phase Minimum Initial 6.0 6.0 6.0 6.0 8.0 5.0 8.0 6.0 8.0 8.0 Minimum Split 20.0 34.0 25.0 30.0 18.0 12.0 40.0 25.0 18.0 40.0 Total Split 18.0 33.0 25.0 40.0 22.0 40.0 80.0 25.0 22.0 62.0 Total Split 11.3% 20.6% 15.6% 25.0% 13.8% 25.0% 50.0% 15.6% 13.8% 38.8% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.5 1.0 1.0 1.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 8.5 5.0 5.0 5.5 Lead/Lag Lead Lead Lag Lag Lag Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None None C-Max Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 0 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green, Master Intersection Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 With A155 senior housing PM Peak 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 4 587 29 447 446 460 98 1311 1042 249 620 18 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1569 1863 1827 1827 1900 Adj Flow Rate, veh/h 4 593 29 452 451 363 99 1324 1018 252 626 18 Adj No. of Lanes 1 2 0 2 1 1 1 2 1 1 3 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 4 4 4 Cap, veh/h 11 601 29 430 547 [PHONE REDACTED] [PHONE REDACTED] 87 Arrive On Green 0.01 0.17 0.17 0.13 0.29 0.29 0.07 0.45 0.47 0.07 0.20 0.20 Sat Flow, veh/h 1774 3432 168 3442 1863 1577 1774 2980 1579 1740 4984 143 Grp Volume(v), veh/h 4 305 317 452 451 363 99 1324 1018 252 417 227 Grp Sat Flow(s),veh/h/ln 1774 1770 1830 1721 1863 1577 1774 1490 1579 1740 1663 1802 Q Serve(g_s), s 0.4 27.5 27.6 20.0 36.1 1.8 8.8 70.7 74.5 22.7 16.7 16.8 Cycle Q Clear(g_c), s 0.4 27.5 27.6 20.0 36.1 1.8 8.8 70.7 74.5 22.7 16.7 16.8 Prop In Lane 1.00 0.09 1.00 1.00 1.00 1.00 1.00 0.08 Lane Grp Cap(c), veh/h 11 310 320 430 547 [PHONE REDACTED] [PHONE REDACTED] 1096 V/C Ratio(X) 0.37 0.99 0.99 1.05 0.82 0.46 0.80 0.99 1.09 0.69 0.21 0.21 Avail Cap(c_a), veh/h 144 310 320 430 547 [PHONE REDACTED] [PHONE REDACTED] 1096 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 0.81 0.81 0.81 1.00 1.00 1.00 0.91 0.91 0.91 Uniform Delay s/veh 79.2 65.8 65.8 70.0 52.6 26.1 73.4 44.0 32.7 69.4 31.7 31.7 Incr Delay (d2), s/veh 19.6 47.2 47.0 53.0 8.2 0.3 4.5 23.3 57.4 5.3 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 17.5 18.2 12.7 19.8 10.4 4.5 33.4 47.2 11.5 7.8 8.5 Delay(d),s/veh 98.8 113.0 112.8 123.0 60.8 26.4 77.9 67.3 90.1 74.7 31.9 32.1 LOS F F F F E C E E F E C C Approach Vol, veh/h 626 1266 2441 896 Approach Delay, s/veh 112.8 73.1 77.3 44.0 Approach LOS F E E D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 39.5 80.0 25.0 33.0 16.1 103.4 6.0 52.0 Change Period (Y+Rc), s 5.5 * 5.5 5.0 5.0 5.0 5.5 5.0 5.0 Max Green Setting (Gmax), s 17.0 * 75 20.0 28.0 35.0 56.5 13.0 35.0 Max Q Clear Time (g_c+I1), s 24.7 76.5 22.0 29.6 10.8 19.7 2.4 38.1 Green Ext Time s 0.0 0.0 0.0 0.0 0.5 8.5 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 74.8 HCM 2010 LOS E Notes User approved pedestrian interval to be less than phase max green. User approved ignoring U-Turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. ---PAGE BREAK--- 2019 With Project (248 Apartments) ---PAGE BREAK--- Lanes, Volumes, Timings 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 248 Apartments AM Peak - 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 19 5 33 746 1 265 4 404 0 186 1245 10 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1600 1900 Storage Length (ft) 0 0 0 0 150 0 150 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 25 Link Distance (ft) 219 [PHONE REDACTED] Travel Time 6.0 7.1 6.6 54.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles 6% 6% 6% 2% 2% 2% 8% 8% 8% 3% 3% 3% Shared Lane Traffic 50% Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 8 4 Detector Phase 8 8 8 4 4 4 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split 25.0 25.0 25.0 25.0 25.0 25.0 11.0 25.0 11.0 25.0 Total Split 25.0 25.0 25.0 25.0 25.0 25.0 12.0 63.0 27.0 78.0 Total Split 17.9% 17.9% 17.9% 17.9% 17.9% 17.9% 8.6% 45.0% 19.3% 55.7% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 8.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 27 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 248 Apartments AM Peak - 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 19 5 33 746 1 265 4 404 0 186 1245 10 Number 3 8 18 7 4 14 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1792 1792 1863 1863 1863 1759 1759 0 1845 1553 1900 Adj Flow Rate, veh/h 20 5 31 795 0 71 4 430 0 198 1324 11 Adj No. of Lanes 0 1 1 2 0 1 1 2 0 1 2 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 6 6 6 2 2 2 8 8 0 3 3 3 Cap, veh/h 43 11 48 507 0 226 7 1854 0 226 1972 16 Arrive On Green 0.03 0.03 0.03 0.14 0.00 0.14 0.00 0.18 0.00 0.13 0.66 0.68 Sat Flow, veh/h 1379 345 1524 3548 0 1583 1675 3431 0 1757 3000 25 Grp Volume(v), veh/h 25 0 31 795 0 71 4 430 0 198 651 684 Grp Sat Flow(s),veh/h/ln 1724 0 1524 1774 0 1583 1675 1671 0 1757 1476 1549 Q Serve(g_s), s 2.0 0.0 2.8 20.0 0.0 5.6 0.3 15.4 0.0 15.5 37.9 37.9 Cycle Q Clear(g_c), s 2.0 0.0 2.8 20.0 0.0 5.6 0.3 15.4 0.0 15.5 37.9 37.9 Prop In Lane 0.80 1.00 1.00 1.00 1.00 0.00 1.00 0.02 Lane Grp Cap(c), veh/h 54 0 48 507 0 226 7 1854 0 [PHONE REDACTED] V/C Ratio(X) 0.46 0.00 0.65 1.57 0.00 0.31 0.58 0.23 0.00 0.88 0.67 0.67 Avail Cap(c_a), veh/h 246 0 218 507 0 226 84 1854 0 [PHONE REDACTED] HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.79 0.79 0.79 Uniform Delay s/veh 66.7 0.0 67.1 60.0 0.0 53.8 69.8 31.8 0.0 59.9 14.7 14.7 Incr Delay (d2), s/veh 6.1 0.0 14.0 265.3 0.0 0.8 59.3 0.3 0.0 18.7 2.9 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 1.4 28.5 0.0 2.5 0.3 7.2 0.0 8.7 16.2 16.9 Delay(d),s/veh 72.7 0.0 81.0 325.3 0.0 54.6 129.1 32.0 0.0 78.7 17.6 17.5 LOS E F F D F C E B B Approach Vol, veh/h 56 [PHONE REDACTED] Approach Delay, s/veh 77.3 303.1 32.9 25.5 Approach LOS E F C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 23.0 82.6 25.0 5.6 100.0 9.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 22.0 58.0 20.0 7.0 73.0 20.0 Max Q Clear Time (g_c+I1), s 17.5 17.4 22.0 2.3 40.9 4.8 Green Ext Time s 0.5 26.9 0.0 0.0 22.8 0.1 Intersection Summary HCM 2010 Ctrl Delay 110.8 HCM 2010 LOS F Notes User approved volume balancing among the lanes for turning movement. ---PAGE BREAK--- Lanes, Volumes, Timings 2: Avondale Rd 1 & NE 95 St 5/10/2016 Bear Creek Rezone 8 Report 2019 248 Apartments AM Peak - 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 29 6 57 56 4 30 4 669 8 9 2003 7 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1600 1900 Storage Length (ft) 0 25 0 25 160 0 125 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 25 Link Distance (ft) [PHONE REDACTED] 582 Travel Time 10.5 18.2 29.5 15.9 Confl. Peds. 2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 3% 3% 3% 3% 3% 3% 8% 8% 8% 2% 2% 2% Shared Lane Traffic Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 8 4 Detector Phase 8 8 8 4 4 4 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split 26.0 26.0 26.0 25.0 25.0 25.0 11.0 25.0 11.0 25.0 Total Split 26.0 26.0 26.0 25.0 25.0 25.0 11.0 78.0 11.0 78.0 Total Split 18.6% 18.6% 18.6% 17.9% 17.9% 17.9% 7.9% 55.7% 7.9% 55.7% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 8.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 137 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 2: Avondale Rd 1 & NE 95 St ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 2: Avondale Rd 1 & NE 95 St 5/10/2016 Bear Creek Rezone 8 Report 2019 248 Apartments AM Peak - 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 29 6 57 56 4 30 4 669 8 9 2003 7 Number 3 8 18 7 4 14 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1845 1845 1900 1845 1845 1759 1759 1900 1863 1569 1900 Adj Flow Rate, veh/h 32 7 63 62 4 33 4 743 9 10 2226 8 Adj No. of Lanes 0 1 1 0 1 1 1 2 0 1 2 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 3 3 3 3 3 3 8 8 8 2 2 2 Cap, veh/h 79 17 85 85 6 81 7 2509 30 16 2210 8 Arrive On Green 0.05 0.05 0.05 0.05 0.05 0.05 0.01 1.00 1.00 0.01 0.73 0.75 Sat Flow, veh/h 1454 318 1568 1655 107 1568 1675 3382 41 1774 3046 11 Grp Volume(v), veh/h 39 0 63 66 0 33 4 367 385 10 1088 1146 Grp Sat Flow(s),veh/h/ln 1772 0 1568 1762 0 1568 1675 1671 1752 1774 1490 1567 Q Serve(g_s), s 3.0 0.0 5.5 5.2 0.0 2.9 0.3 0.0 0.0 0.8 101.6 101.6 Cycle Q Clear(g_c), s 3.0 0.0 5.5 5.2 0.0 2.9 0.3 0.0 0.0 0.8 101.6 101.6 Prop In Lane 0.82 1.00 0.94 1.00 1.00 0.02 1.00 0.01 Lane Grp Cap(c), veh/h 96 0 85 91 0 81 7 1240 1300 16 1081 1137 V/C Ratio(X) 0.40 0.00 0.74 0.73 0.00 0.41 0.58 0.30 0.30 0.61 1.01 1.01 Avail Cap(c_a), veh/h 266 0 235 252 0 224 72 1240 1300 76 1081 1137 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay s/veh 64.0 0.0 65.2 65.4 0.0 64.3 69.3 0.0 0.0 69.1 19.2 19.2 Incr Delay (d2), s/veh 2.7 0.0 11.7 10.4 0.0 3.3 58.0 0.6 0.6 31.8 29.0 28.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 2.7 2.8 0.0 1.3 0.3 0.2 0.2 0.5 49.9 52.3 Delay(d),s/veh 66.7 0.0 76.9 75.8 0.0 67.6 127.3 0.6 0.6 100.9 48.2 47.8 LOS E E E E F A A F F F Approach Vol, veh/h 102 99 756 2244 Approach Delay, s/veh 73.0 73.1 1.2 48.2 Approach LOS E E A D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.3 108.9 12.2 5.6 109.6 12.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 6.0 73.0 20.0 6.0 73.0 21.0 Max Q Clear Time (g_c+I1), s 2.8 2.0 7.2 2.3 104.6 7.5 Green Ext Time s 0.0 39.7 0.2 0.0 0.0 0.2 Intersection Summary HCM 2010 Ctrl Delay 38.7 HCM 2010 LOS D ---PAGE BREAK--- Lanes, Volumes, Timings 3: Avondale Rd 1 & 180th Ave NE 5/10/2016 Bear Creek Rezone 8 Report 2019 248 Apartments AM Peak - 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 8 0 50 100 0 25 10 669 26 7 2166 5 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1600 1900 Storage Length (ft) 0 0 0 0 200 0 100 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 25 Link Distance (ft) [PHONE REDACTED] 1512 Travel Time 18.7 15.9 47.2 41.2 Confl. Peds. 5 5 5 7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles 2% 2% 2% 2% 2% 2% 5% 5% 5% 2% 2% 2% Shared Lane Traffic Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 5.0 5.0 4.0 4.0 5.0 4.0 Minimum Split 25.0 25.0 26.0 26.0 10.0 25.0 10.0 28.0 Total Split 26.0 26.0 26.0 26.0 10.0 104.0 10.0 104.0 Total Split 18.6% 18.6% 18.6% 18.6% 7.1% 74.3% 7.1% 74.3% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 3.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 8.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 12 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 3: Avondale Rd 1 & 180th Ave NE ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 3: Avondale Rd 1 & 180th Ave NE 5/10/2016 Bear Creek Rezone 8 Report 2019 248 Apartments AM Peak - 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 8 0 50 100 0 25 10 669 26 7 2166 5 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1810 1810 1900 1863 1569 1900 Adj Flow Rate, veh/h 9 0 54 109 0 27 11 727 28 8 2354 5 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 5 5 5 2 2 2 Cap, veh/h 43 14 168 178 0 33 17 2581 99 17 2267 5 Arrive On Green 0.12 0.00 0.12 0.12 0.00 0.12 0.01 1.00 1.00 0.02 1.00 1.00 Sat Flow, veh/h [PHONE REDACTED] 1114 0 276 1723 3375 130 1774 3051 6 Grp Volume(v), veh/h 63 0 0 136 0 0 11 370 385 8 1149 1210 Grp Sat Flow(s),veh/h/ln 1653 0 0 1390 0 0 1723 1719 1786 1774 1490 1567 Q Serve(g_s), s 0.0 0.0 0.0 8.3 0.0 0.0 0.9 0.0 0.0 0.6 0.0 97.9 Cycle Q Clear(g_c), s 5.1 0.0 0.0 13.3 0.0 0.0 0.9 0.0 0.0 0.6 0.0 97.9 Prop In Lane 0.14 0.86 0.80 0.20 1.00 0.07 1.00 0.00 Lane Grp Cap(c), veh/h 225 0 0 211 0 0 17 1315 1366 17 1107 1165 V/C Ratio(X) 0.28 0.00 0.00 0.64 0.00 0.00 0.64 0.28 0.28 0.47 1.04 1.04 Avail Cap(c_a), veh/h 274 0 0 254 0 0 62 1315 1366 63 1107 1165 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.98 0.98 0.98 0.16 0.16 0.16 Uniform Delay s/veh 56.6 0.0 0.0 60.2 0.0 0.0 68.8 0.0 0.0 68.3 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.0 0.0 4.1 0.0 0.0 33.0 0.5 0.5 3.3 22.6 22.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 0.0 5.4 0.0 0.0 0.6 0.2 0.2 0.3 7.0 7.3 Delay(d),s/veh 57.3 0.0 0.0 64.3 0.0 0.0 101.8 0.5 0.5 71.6 22.6 22.7 LOS E E F A A E F F Approach Vol, veh/h 63 [PHONE REDACTED] Approach Delay, s/veh 57.3 64.3 2.0 22.8 Approach LOS E E A C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.3 112.1 21.6 6.4 112.0 21.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 5.0 99.0 21.0 5.0 99.0 21.0 Max Q Clear Time (g_c+I1), s 2.6 2.0 7.1 2.9 99.9 15.3 Green Ext Time s 0.0 96.4 1.0 0.0 0.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 20.4 HCM 2010 LOS C ---PAGE BREAK--- Lanes, Volumes, Timings 4: Avondale Rd 1 & Avondale Way 5/10/2016 Bear Creek Rezone 8 Report 2019 248 Apartments AM Peak - 1% Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 99 1 0 612 2056 418 Ideal Flow 1900 1900 1900 1900 1600 1900 Storage Length (ft) 500 20 0 100 Storage Lanes 1 1 0 1 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 30 35 25 Link Distance (ft) 1136 883 2421 Travel Time 25.8 17.2 66.0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles 2% 2% 8% 8% 2% 2% Shared Lane Traffic Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 24 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.24 1.00 Turning Speed (mph) 15 9 15 9 Turn Type Prot Prot NA NA Free Protected Phases 4 4 2 6 Permitted Phases 2 Free Detector Phase 4 4 2 6 Switch Phase Minimum Initial 5.0 5.0 7.0 7.0 Minimum Split 10.0 10.0 12.0 12.0 Total Split 15.0 15.0 125.0 125.0 Total Split 10.7% 10.7% 89.3% 89.3% Yellow Time 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 3.0 Total Lost Time 5.0 5.0 5.0 8.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 76 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 75 Control Type: Actuated-Coordinated Splits and Phases: 4: Avondale Rd 1 & Avondale Way ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 4: Avondale Rd 1 & Avondale Way 5/10/2016 Bear Creek Rezone 8 Report 2019 248 Apartments AM Peak - 1% Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 99 1 0 612 2056 418 Number 7 14 5 2 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 0 1759 1569 1863 Adj Flow Rate, veh/h 102 1 0 631 2120 0 Adj No. of Lanes 2 1 0 2 2 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 0 8 2 2 Cap, veh/h 152 70 0 2957 2572 1400 Arrive On Green 0.04 0.04 0.00 1.00 1.00 0.00 Sat Flow, veh/h 3442 1583 0 3519 3059 1583 Grp Volume(v), veh/h 102 1 0 631 2120 0 Grp Sat Flow(s),veh/h/ln 1721 1583 0 1671 1490 1583 Q Serve(g_s), s 4.1 0.1 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 4.1 0.1 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 Lane Grp Cap(c), veh/h 152 70 0 2957 2572 1400 V/C Ratio(X) 0.67 0.01 0.00 0.21 0.82 0.00 Avail Cap(c_a), veh/h 246 113 0 2957 2572 1400 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.99 0.99 0.00 0.92 0.09 0.00 Uniform Delay s/veh 65.9 64.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 5.0 0.1 0.0 0.2 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 0.0 0.1 0.1 0.0 Delay(d),s/veh 70.9 64.1 0.0 0.2 0.3 0.0 LOS E E A A Approach Vol, veh/h [PHONE REDACTED] Approach Delay, s/veh 70.9 0.2 0.3 Approach LOS E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 128.8 11.2 128.8 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 120.0 10.0 120.0 Max Q Clear Time (g_c+I1), s 2.0 6.1 3.0 Green Ext Time s 97.3 0.2 96.6 Intersection Summary HCM 2010 Ctrl Delay 2.8 HCM 2010 LOS A ---PAGE BREAK--- Lanes, Volumes, Timings 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 248 Apartments AM Peak - 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 6 354 84 750 280 148 75 408 [PHONE REDACTED] 8 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1600 1900 Storage Length (ft) 200 0 0 260 150 0 400 120 Storage Lanes 1 0 2 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 35 35 25 Link Distance (ft) 455 647 504 883 Travel Time 10.3 12.6 9.8 24.1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles 2% 2% 2% 7% 7% 7% 5% 5% 5% 2% 2% 2% Shared Lane Traffic Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Prot NA Prot NA pm+ov Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 1 5 2 3 1 6 Permitted Phases 8 2 Detector Phase 7 4 3 8 1 5 2 3 1 6 Switch Phase Minimum Initial 6.0 6.0 6.0 6.0 8.0 5.0 8.0 6.0 8.0 8.0 Minimum Split 25.0 34.0 25.0 30.0 13.0 11.0 32.5 25.0 13.0 30.5 Total Split 25.0 34.0 39.0 48.0 31.0 11.0 36.0 39.0 31.0 56.0 Total Split 17.9% 24.3% 27.9% 34.3% 22.1% 7.9% 25.7% 27.9% 22.1% 40.0% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.5 1.0 1.0 1.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.5 5.0 5.0 8.5 Lead/Lag Lead Lead Lag Lag Lead Lead Lag Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None None C-Max None None C-Max Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green, Master Intersection Natural Cycle: 135 Control Type: Actuated-Coordinated Splits and Phases: 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 248 Apartments AM Peak - 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 6 354 84 750 280 148 75 408 [PHONE REDACTED] 8 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1776 1776 1776 1810 1810 1810 1863 1569 1900 Adj Flow Rate, veh/h 6 369 88 781 292 94 78 425 [PHONE REDACTED] 8 Adj No. of Lanes 1 2 0 2 1 1 1 2 1 1 3 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 7 7 7 5 5 5 2 2 2 Cap, veh/h 16 449 106 797 696 818 74 1040 [PHONE REDACTED] 8 Arrive On Green 0.01 0.16 0.16 0.41 0.65 0.65 0.04 0.30 0.30 0.05 0.13 0.14 Sat Flow, veh/h 1774 2843 671 3281 1776 1509 1723 3438 1538 1774 4399 21 Grp Volume(v), veh/h 6 228 229 781 292 94 78 425 [PHONE REDACTED] 602 Grp Sat Flow(s),veh/h/ln 1774 1770 1744 1640 1776 1509 1723 1719 1538 1774 1427 1565 Q Serve(g_s), s 0.5 17.4 17.8 32.9 11.0 2.5 6.0 13.8 13.2 18.3 53.8 53.8 Cycle Q Clear(g_c), s 0.5 17.4 17.8 32.9 11.0 2.5 6.0 13.8 13.2 18.3 53.8 53.8 Prop In Lane 1.00 0.38 1.00 1.00 1.00 1.00 1.00 0.01 Lane Grp Cap(c), veh/h 16 279 276 797 696 818 74 1040 [PHONE REDACTED] 608 V/C Ratio(X) 0.38 0.82 0.83 0.98 0.42 0.11 1.06 0.41 0.62 0.87 0.99 0.99 Avail Cap(c_a), veh/h 253 367 361 797 696 818 74 1040 [PHONE REDACTED] 608 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 0.42 0.42 0.42 Uniform Delay s/veh 69.0 57.0 57.1 41.3 16.6 8.7 67.0 38.9 7.6 65.2 60.8 60.8 Incr Delay (d2), s/veh 14.3 10.4 11.8 24.0 0.3 0.1 121.0 1.2 3.4 9.2 15.4 21.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 1.3 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 9.4 9.5 17.5 5.3 1.0 5.3 6.7 6.4 9.7 23.7 27.0 Delay(d),s/veh 83.3 67.3 69.0 65.2 16.9 8.7 189.3 40.1 11.0 74.4 76.1 82.3 LOS F E E E B A F D B E E F Approach Vol, veh/h 463 1167 1019 1933 Approach Delay, s/veh 68.3 48.6 36.8 77.8 Approach LOS E D D E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 26.1 47.8 39.0 27.1 11.0 62.9 6.2 59.9 Change Period (Y+Rc), s 5.0 5.5 5.0 5.0 5.0 5.5 5.0 5.0 Max Green Setting (Gmax), s 26.0 30.5 34.0 29.0 6.0 50.5 20.0 43.0 Max Q Clear Time (g_c+I1), s 20.3 15.8 34.9 19.8 8.0 56.8 2.5 13.0 Green Ext Time s 0.8 13.7 0.0 2.3 0.0 0.0 0.0 11.9 Intersection Summary HCM 2010 Ctrl Delay 60.3 HCM 2010 LOS E Notes User approved ignoring U-Turning movement. ---PAGE BREAK--- Lanes, Volumes, Timings 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 With Apartments PM Peak 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 11 4 22 383 2 306 29 1559 0 231 893 19 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1600 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 150 0 150 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 40 Link Distance (ft) 174 [PHONE REDACTED] Travel Time 4.7 5.6 10.4 34.7 Confl. Peds. 3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles 0% 0% 0% 1% 1% 1% 1% 1% 1% 2% 2% 2% Shared Lane Traffic 50% Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split 25.0 25.0 25.0 25.0 25.0 25.0 11.0 25.0 11.0 25.0 Total Split 25.0 25.0 25.0 35.0 35.0 35.0 18.0 76.0 24.0 82.0 Total Split 15.6% 15.6% 15.6% 21.9% 21.9% 21.9% 11.3% 47.5% 15.0% 51.3% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 8.0 5.0 5.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lag Lag Lead Lead Lead-Lag Optimize? Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 14 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 With Apartments PM Peak 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 11 4 22 383 2 306 29 1559 0 231 893 19 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1900 1900 1881 1881 1881 1881 1584 0 1863 1863 1900 Adj Flow Rate, veh/h 11 4 0 392 0 71 30 1591 0 236 911 19 Adj No. of Lanes 0 1 1 2 0 1 1 2 0 1 2 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 0 0 1 1 1 1 1 0 2 2 2 Cap, veh/h 25 9 30 488 0 [PHONE REDACTED] 0 211 1706 36 Arrive On Green 0.02 0.02 0.00 0.14 0.00 0.14 0.16 0.39 0.00 0.12 0.48 0.48 Sat Flow, veh/h 1344 489 1615 3583 0 1599 1792 3089 0 1774 3545 74 Grp Volume(v), veh/h 15 0 0 392 0 71 30 1591 0 236 455 475 Grp Sat Flow(s),veh/h/ln 1833 0 1615 1792 0 1599 1792 1505 0 1774 1770 1850 Q Serve(g_s), s 1.3 0.0 0.0 17.0 0.0 6.4 2.3 79.8 0.0 19.0 28.7 28.7 Cycle Q Clear(g_c), s 1.3 0.0 0.0 17.0 0.0 6.4 2.3 79.8 0.0 19.0 28.7 28.7 Prop In Lane 0.73 1.00 1.00 1.00 1.00 0.00 1.00 0.04 Lane Grp Cap(c), veh/h 34 0 30 488 0 [PHONE REDACTED] 0 211 852 890 V/C Ratio(X) 0.44 0.00 0.00 0.80 0.00 0.33 0.07 0.91 0.00 1.12 0.53 0.53 Avail Cap(c_a), veh/h 229 0 202 672 0 [PHONE REDACTED] 0 211 852 890 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0.90 0.90 0.90 Uniform Delay s/veh 77.7 0.0 0.0 67.0 0.0 62.5 52.1 44.7 0.0 70.5 29.0 29.0 Incr Delay (d2), s/veh 8.5 0.0 0.0 4.9 0.0 0.9 0.1 8.4 0.0 94.9 2.2 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 0.0 8.8 0.0 2.9 1.1 35.3 0.0 14.9 14.5 15.2 Delay(d),s/veh 86.1 0.0 0.0 72.0 0.0 63.3 52.2 53.1 0.0 165.4 31.1 31.0 LOS F E E D D F C C Approach Vol, veh/h 15 463 1621 1166 Approach Delay, s/veh 86.1 70.6 53.1 58.3 Approach LOS F E D E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 24.0 101.2 8.0 43.2 82.0 26.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 71.0 20.0 13.0 77.0 30.0 Max Q Clear Time (g_c+I1), s 21.0 82.8 3.3 4.3 30.7 19.0 Green Ext Time s 0.0 0.0 0.0 7.6 10.3 2.8 Intersection Summary HCM 2010 Ctrl Delay 57.6 HCM 2010 LOS E Notes User approved volume balancing among the lanes for turning movement. ---PAGE BREAK--- Lanes, Volumes, Timings 2: Avondale Rd 1 & NE 95 St 5/10/2016 Bear Creek Rezone 8 Report 2019 With Apartments PM Peak 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 16 0 27 28 8 60 33 2099 83 66 1122 18 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1600 1900 1900 1900 1900 Storage Length (ft) 0 25 0 25 160 0 125 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 40 Link Distance (ft) [PHONE REDACTED] 538 Travel Time 10.6 17.6 41.2 9.2 Confl. Peds. 2 2 3 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles 0% 0% 0% 0% 0% 0% 1% 1% 1% 3% 3% 3% Shared Lane Traffic Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split 26.0 26.0 26.0 26.0 26.0 26.0 11.0 25.0 11.0 25.0 Total Split 19.0 19.0 19.0 23.0 23.0 23.0 15.0 102.0 16.0 103.0 Total Split 11.9% 11.9% 11.9% 14.4% 14.4% 14.4% 9.4% 63.8% 10.0% 64.4% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 3.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 8.0 5.0 5.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lag Lag Lead Lead Lead-Lag Optimize? Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 131 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 2: Avondale Rd 1 & NE 95 St ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 2: Avondale Rd 1 & NE 95 St 5/10/2016 Bear Creek Rezone 8 Report 2019 With Apartments PM Peak 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 16 0 27 28 8 60 33 2099 83 66 1122 18 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1881 1584 1900 1845 1845 1900 Adj Flow Rate, veh/h 16 0 27 28 8 61 33 2120 84 67 1133 18 Adj No. of Lanes 0 1 1 0 1 1 1 2 0 1 2 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 0 0 0 0 0 0 1 1 1 3 3 3 Cap, veh/h 51 0 44 71 20 81 330 2156 85 84 2163 34 Arrive On Green 0.03 0.00 0.03 0.05 0.05 0.05 0.37 1.00 1.00 0.05 0.61 0.61 Sat Flow, veh/h 1810 0 1580 1422 406 1615 1792 2952 116 1757 3531 56 Grp Volume(v), veh/h 16 0 27 36 0 61 33 1074 1130 67 562 589 Grp Sat Flow(s),veh/h/ln 1810 0 1580 1829 0 1615 1792 1505 1563 1757 1752 1835 Q Serve(g_s), s 1.4 0.0 2.7 3.1 0.0 6.0 1.9 0.0 0.0 6.0 29.3 29.3 Cycle Q Clear(g_c), s 1.4 0.0 2.7 3.1 0.0 6.0 1.9 0.0 0.0 6.0 29.3 29.3 Prop In Lane 1.00 1.00 0.78 1.00 1.00 0.07 1.00 0.03 Lane Grp Cap(c), veh/h 51 0 44 92 0 81 330 1099 1142 84 1073 1124 V/C Ratio(X) 0.32 0.00 0.61 0.39 0.00 0.75 0.10 0.98 0.99 0.80 0.52 0.52 Avail Cap(c_a), veh/h 158 0 138 206 0 [PHONE REDACTED] 1142 121 1073 1124 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.09 0.09 0.09 1.00 1.00 1.00 Uniform Delay s/veh 76.2 0.0 76.9 73.6 0.0 75.0 41.8 0.0 0.0 75.4 17.7 17.7 Incr Delay (d2), s/veh 3.5 0.0 12.7 2.7 0.0 13.1 0.0 4.4 6.0 20.6 1.8 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 1.3 1.6 0.0 3.0 1.0 1.3 1.9 3.4 14.6 15.3 Delay(d),s/veh 79.7 0.0 89.6 76.3 0.0 88.1 41.8 4.4 6.0 96.0 19.5 19.4 LOS E F E F D A A F B B Approach Vol, veh/h 43 97 2237 1218 Approach Delay, s/veh 85.9 83.7 5.8 23.7 Approach LOS F F A C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.7 124.8 9.5 34.5 103.0 13.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 11.0 97.0 14.0 10.0 98.0 18.0 Max Q Clear Time (g_c+I1), s 8.0 3.0 4.7 3.9 31.3 8.0 Green Ext Time s 0.0 29.3 0.0 4.8 5.6 0.2 Intersection Summary HCM 2010 Ctrl Delay 14.9 HCM 2010 LOS B Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings 3: Avondale Rd 1 & 180th Ave NE 5/10/2016 Bear Creek Rezone 8 Report 2019 With Apartments PM Peak 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 10 0 25 55 0 14 39 2212 101 25 1221 5 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1600 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 200 0 100 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 40 Link Distance (ft) [PHONE REDACTED] 1512 Travel Time 18.6 10.8 65.9 25.8 Confl. Peds. 5 5 5 5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.92 0.95 0.95 Heavy Vehicles 2% 2% 2% 2% 2% 2% 1% 1% 1% 2% 2% 2% Shared Lane Traffic Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 5.0 5.0 4.0 4.0 4.0 4.0 Minimum Split 27.0 27.0 26.0 26.0 10.0 25.0 10.0 25.0 Total Split 27.0 27.0 27.0 27.0 14.0 123.0 10.0 119.0 Total Split 16.9% 16.9% 16.9% 16.9% 8.8% 76.9% 6.3% 74.4% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 3.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 8.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 86 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 3: Avondale Rd 1 & 180th Ave NE ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 3: Avondale Rd 1 & 180th Ave NE 5/10/2016 Bear Creek Rezone 8 Report 2019 With Apartments PM Peak 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 10 0 25 55 0 14 39 2212 101 25 1221 5 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.98 0.98 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1881 1584 1900 1863 1863 1900 Adj Flow Rate, veh/h 11 0 26 58 0 15 41 2328 106 27 1285 5 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.92 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 1 1 1 2 2 2 Cap, veh/h 52 13 84 124 4 23 53 2332 105 34 2906 11 Arrive On Green 0.07 0.00 0.07 0.07 0.00 0.07 0.06 1.00 1.00 0.04 1.00 1.00 Sat Flow, veh/h [PHONE REDACTED] 1139 55 309 1792 2933 133 1774 3616 14 Grp Volume(v), veh/h 37 0 0 73 0 0 41 1186 1248 27 629 661 Grp Sat Flow(s),veh/h/ln 1631 0 0 1503 0 0 1792 1505 1560 1774 1770 1860 Q Serve(g_s), s 0.0 0.0 0.0 3.8 0.0 0.0 3.6 0.0 127.2 2.4 0.0 0.0 Cycle Q Clear(g_c), s 3.4 0.0 0.0 7.2 0.0 0.0 3.6 0.0 127.2 2.4 0.0 0.0 Prop In Lane 0.30 0.70 0.79 0.21 1.00 0.08 1.00 0.01 Lane Grp Cap(c), veh/h 148 0 0 150 0 0 53 1197 1241 34 1422 1495 V/C Ratio(X) 0.25 0.00 0.00 0.49 0.00 0.00 0.77 0.99 1.01 0.79 0.44 0.44 Avail Cap(c_a), veh/h 245 0 0 240 0 0 101 1197 1241 55 1422 1495 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.18 0.18 0.18 0.91 0.91 0.91 Uniform Delay s/veh 70.3 0.0 0.0 71.9 0.0 0.0 74.8 0.0 0.0 76.6 0.0 0.0 Incr Delay (d2), s/veh 0.9 0.0 0.0 2.4 0.0 0.0 4.4 9.2 12.4 29.5 0.9 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 0.0 3.2 0.0 0.0 1.8 3.1 4.3 1.5 0.4 0.4 Delay(d),s/veh 71.2 0.0 0.0 74.3 0.0 0.0 79.2 9.2 12.4 106.0 0.9 0.9 LOS E E E A F F A A Approach Vol, veh/h 37 73 2475 1317 Approach Delay, s/veh 71.2 74.3 11.9 3.0 Approach LOS E E B A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.1 135.2 16.7 9.7 133.6 16.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 5.0 118.0 22.0 9.0 114.0 22.0 Max Q Clear Time (g_c+I1), s 4.4 129.2 5.4 5.6 2.0 9.2 Green Ext Time s 0.0 0.0 0.5 0.0 111.3 0.4 Intersection Summary HCM 2010 Ctrl Delay 10.7 HCM 2010 LOS B ---PAGE BREAK--- Lanes, Volumes, Timings 4: Avondale Rd 1 & Avondale Way 5/10/2016 Bear Creek Rezone 8 Report 2019 With Apartments PM Peak 1% Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 710 47 0 1842 971 430 Ideal Flow 1900 1900 1900 1600 1900 1900 Storage Length (ft) 500 20 0 100 Storage Lanes 1 1 0 1 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 30 25 40 Link Distance (ft) [PHONE REDACTED] Travel Time 12.1 23.8 41.2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles 1% 1% 1% 1% 2% 2% Shared Lane Traffic Enter Blocked Intersection No No No No No No Lane Alignment Left Right Left Left Left Right Median Width(ft) 24 12 12 Link Offset(ft) 0 0 0 Crosswalk Width(ft) 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.24 1.00 1.00 Turning Speed (mph) 15 9 15 9 Turn Type Prot Prot NA NA Free Protected Phases 4 4 2 6 Permitted Phases 2 Free Detector Phase 4 4 2 6 Switch Phase Minimum Initial 5.0 5.0 7.0 7.0 Minimum Split 10.0 10.0 12.0 12.0 Total Split 58.0 58.0 102.0 102.0 Total Split 36.3% 36.3% 63.8% 63.8% Yellow Time 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 3.0 0.0 Total Lost Time 5.0 5.0 8.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 1 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 90 Control Type: Actuated-Coordinated Splits and Phases: 4: Avondale Rd 1 & Avondale Way ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 4: Avondale Rd 1 & Avondale Way 5/10/2016 Bear Creek Rezone 8 Report 2019 With Apartments PM Peak 1% Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 710 47 0 1842 971 430 Number 7 14 5 2 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 0 1584 1863 1863 Adj Flow Rate, veh/h 763 51 0 1981 1044 0 Adj No. of Lanes 2 1 0 2 2 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 1 0 1 2 2 Cap, veh/h 915 421 0 1973 2387 1068 Arrive On Green 0.26 0.26 0.00 0.87 0.22 0.00 Sat Flow, veh/h 3476 1599 0 3168 3632 1583 Grp Volume(v), veh/h 763 51 0 1981 1044 0 Grp Sat Flow(s),veh/h/ln 1738 1599 0 1505 1770 1583 Q Serve(g_s), s 33.2 3.9 0.0 104.9 40.7 0.0 Cycle Q Clear(g_c), s 33.2 3.9 0.0 104.9 40.7 0.0 Prop In Lane 1.00 1.00 0.00 1.00 Lane Grp Cap(c), veh/h 915 421 0 1973 2387 1068 V/C Ratio(X) 0.83 0.12 0.00 1.00 0.44 0.00 Avail Cap(c_a), veh/h 1151 530 0 1973 2387 1068 HCM Platoon Ratio 1.00 1.00 1.00 1.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 0.00 0.27 0.89 0.00 Uniform Delay s/veh 55.6 44.9 0.0 10.2 36.1 0.0 Incr Delay (d2), s/veh 4.4 0.1 0.0 11.6 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 16.5 1.7 0.0 44.4 20.1 0.0 Delay(d),s/veh 60.0 45.0 0.0 21.8 36.6 0.0 LOS E D F D Approach Vol, veh/h 814 1981 1044 Approach Delay, s/veh 59.1 21.8 36.6 Approach LOS E C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 112.9 47.1 112.9 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 97.0 53.0 97.0 Max Q Clear Time (g_c+I1), s 107.9 35.2 42.7 Green Ext Time s 0.0 7.0 50.5 Intersection Summary HCM 2010 Ctrl Delay 33.7 HCM 2010 LOS C ---PAGE BREAK--- Lanes, Volumes, Timings 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 With Apartments PM Peak 1% Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 4 587 29 447 446 468 98 1350 1042 252 638 18 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1600 1900 1900 1900 1900 Storage Length (ft) 200 0 0 260 150 0 400 120 Storage Lanes 1 1 2 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 35 25 40 Link Distance (ft) 465 621 484 872 Travel Time 10.6 12.1 13.2 14.9 Confl. Peds. 8 4 4 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 2% 2% 4% 4% 4% Shared Lane Traffic Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12 Link Offset(ft) 0 0 0 0 Crosswalk Width(ft) 16 16 16 16 Two way Left Turn Lane Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.24 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9 Turn Type Prot NA Prot NA pm+ov Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 1 5 2 3 1 6 Permitted Phases 8 2 Detector Phase 7 4 3 8 1 5 2 3 1 6 Switch Phase Minimum Initial 6.0 6.0 6.0 6.0 8.0 5.0 8.0 6.0 8.0 8.0 Minimum Split 20.0 34.0 25.0 30.0 18.0 12.0 40.0 25.0 18.0 40.0 Total Split 18.0 33.0 25.0 40.0 22.0 40.0 80.0 25.0 22.0 62.0 Total Split 11.3% 20.6% 15.6% 25.0% 13.8% 25.0% 50.0% 15.6% 13.8% 38.8% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.5 1.0 1.0 1.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 8.5 5.0 5.0 5.5 Lead/Lag Lead Lead Lag Lag Lag Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None None C-Max Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 0 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green, Master Intersection Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd 5/10/2016 Bear Creek Rezone 8 Report 2019 With Apartments PM Peak 1% Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 4 587 29 447 446 468 98 1350 1042 252 638 18 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1569 1863 1827 1827 1900 Adj Flow Rate, veh/h 4 593 29 452 451 371 99 1364 1018 255 644 18 Adj No. of Lanes 1 2 0 2 1 1 1 2 1 1 3 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 4 4 4 Cap, veh/h 11 601 29 430 547 [PHONE REDACTED] [PHONE REDACTED] 85 Arrive On Green 0.01 0.17 0.17 0.13 0.29 0.29 0.07 0.45 0.47 0.07 0.20 0.20 Sat Flow, veh/h 1774 3432 168 3442 1863 1577 1774 2980 1579 1740 4988 139 Grp Volume(v), veh/h 4 305 317 452 451 371 99 1364 1018 255 429 233 Grp Sat Flow(s),veh/h/ln 1774 1770 1830 1721 1863 1577 1774 1490 1579 1740 1663 1802 Q Serve(g_s), s 0.4 27.5 27.6 20.0 36.1 1.8 8.8 71.5 74.5 22.9 17.2 17.3 Cycle Q Clear(g_c), s 0.4 27.5 27.6 20.0 36.1 1.8 8.8 71.5 74.5 22.9 17.2 17.3 Prop In Lane 1.00 0.09 1.00 1.00 1.00 1.00 1.00 0.08 Lane Grp Cap(c), veh/h 11 310 320 430 547 [PHONE REDACTED] [PHONE REDACTED] 1097 V/C Ratio(X) 0.37 0.99 0.99 1.05 0.82 0.47 0.80 1.02 1.09 0.70 0.21 0.21 Avail Cap(c_a), veh/h 144 310 320 430 547 [PHONE REDACTED] [PHONE REDACTED] 1097 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 0.81 0.81 0.81 1.00 1.00 1.00 0.91 0.91 0.91 Uniform Delay s/veh 79.2 65.8 65.8 70.0 52.6 26.3 73.4 44.2 32.7 69.6 31.9 31.9 Incr Delay (d2), s/veh 19.6 47.2 47.0 53.0 8.2 0.3 4.5 31.0 57.4 5.6 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 17.5 18.2 12.7 19.8 10.7 4.5 35.1 47.2 11.6 8.0 8.8 Delay(d),s/veh 98.8 113.0 112.8 123.0 60.8 26.6 77.9 75.2 90.1 75.1 32.1 32.3 LOS F F F F E C E F F E C C Approach Vol, veh/h 626 1274 2481 917 Approach Delay, s/veh 112.8 72.9 81.4 44.1 Approach LOS F E F D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 39.5 80.0 25.0 33.0 16.1 103.4 6.0 52.0 Change Period (Y+Rc), s 5.5 * 5.5 5.0 5.0 5.0 5.5 5.0 5.0 Max Green Setting (Gmax), s 17.0 * 75 20.0 28.0 35.0 56.5 13.0 35.0 Max Q Clear Time (g_c+I1), s 24.9 76.5 22.0 29.6 10.8 20.2 2.4 38.1 Green Ext Time s 0.0 0.0 0.0 0.0 0.5 8.8 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 76.6 HCM 2010 LOS E Notes User approved pedestrian interval to be less than phase max green. User approved ignoring U-Turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. ---PAGE BREAK--- 2019 With Project (195 Apartments) ---PAGE BREAK--- Lanes, Volumes, Timings 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd 3/14/2017 Bear Creek Rezone 8 Report 2019 195 Apartments AM Peak Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 19 5 33 746 1 265 4 401 0 186 1244 10 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1600 1900 Storage Length (ft) 0 0 0 0 150 0 150 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 25 Link Distance (ft) 219 [PHONE REDACTED] Travel Time 6.0 7.1 6.6 54.3 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Heavy Vehicles 6% 6% 6% 2% 2% 2% 8% 8% 8% 3% 3% 3% Shared Lane Traffic 50% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 8 4 Detector Phase 8 8 8 4 4 4 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split 25.0 25.0 25.0 25.0 25.0 25.0 11.0 25.0 11.0 25.0 Total Split 25.0 25.0 25.0 25.0 25.0 25.0 12.0 63.0 27.0 78.0 Total Split 17.9% 17.9% 17.9% 17.9% 17.9% 17.9% 8.6% 45.0% 19.3% 55.7% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 8.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 24 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd 3/14/2017 Bear Creek Rezone 8 Report 2019 195 Apartments AM Peak Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 19 5 33 746 1 265 4 401 0 186 1244 10 Number 3 8 18 7 4 14 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1792 1792 1863 1863 1863 1759 1759 0 1845 1553 1900 Adj Flow Rate, veh/h 20 5 31 795 0 71 4 427 0 198 1323 11 Adj No. of Lanes 0 1 1 2 0 1 1 2 0 1 2 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 6 6 6 2 2 2 8 8 0 3 3 3 Cap, veh/h 43 11 48 507 0 226 7 1854 0 226 1972 16 Arrive On Green 0.03 0.03 0.03 0.14 0.00 0.14 0.00 0.18 0.00 0.13 0.66 0.68 Sat Flow, veh/h 1379 345 1524 3548 0 1583 1675 3431 0 1757 3000 25 Grp Volume(v), veh/h 25 0 31 795 0 71 4 427 0 198 651 683 Grp Sat Flow(s),veh/h/ln 1724 0 1524 1774 0 1583 1675 1671 0 1757 1476 1549 Q Serve(g_s), s 2.0 0.0 2.8 20.0 0.0 5.6 0.3 15.3 0.0 15.5 37.8 37.8 Cycle Q Clear(g_c), s 2.0 0.0 2.8 20.0 0.0 5.6 0.3 15.3 0.0 15.5 37.8 37.8 Prop In Lane 0.80 1.00 1.00 1.00 1.00 0.00 1.00 0.02 Lane Grp Cap(c), veh/h 54 0 48 507 0 226 7 1854 0 [PHONE REDACTED] V/C Ratio(X) 0.46 0.00 0.65 1.57 0.00 0.31 0.58 0.23 0.00 0.88 0.67 0.67 Avail Cap(c_a), veh/h 246 0 218 507 0 226 84 1854 0 [PHONE REDACTED] HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 0.79 0.79 0.79 Uniform Delay s/veh 66.7 0.0 67.1 60.0 0.0 53.8 69.8 31.7 0.0 59.9 14.7 14.7 Incr Delay (d2), s/veh 6.1 0.0 14.0 265.3 0.0 0.8 59.3 0.3 0.0 18.7 2.9 2.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 0.0 1.4 28.5 0.0 2.5 0.3 7.1 0.0 8.7 16.2 16.9 Delay(d),s/veh 72.7 0.0 81.0 325.3 0.0 54.6 129.1 32.0 0.0 78.7 17.6 17.5 LOS E F F D F C E B B Approach Vol, veh/h 56 [PHONE REDACTED] Approach Delay, s/veh 77.3 303.1 32.9 25.4 Approach LOS E F C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 23.0 82.6 25.0 5.6 100.0 9.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 22.0 58.0 20.0 7.0 73.0 20.0 Max Q Clear Time (g_c+I1), s 17.5 17.3 22.0 2.3 40.8 4.8 Green Ext Time s 0.5 26.9 0.0 0.0 22.8 0.1 Intersection Summary HCM 2010 Ctrl Delay 110.9 HCM 2010 LOS F Notes User approved volume balancing among the lanes for turning movement. ---PAGE BREAK--- Lanes, Volumes, Timings 2: Avondale Rd 1 & NE 95 St 3/14/2017 Bear Creek Rezone 8 Report 2019 195 Apartments AM Peak Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 29 6 57 56 4 30 4 665 8 9 2002 7 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1600 1900 Storage Length (ft) 0 25 0 25 160 0 125 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 25 Link Distance (ft) [PHONE REDACTED] 582 Travel Time 10.5 18.2 29.5 15.9 Confl. Peds. 2 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Heavy Vehicles 3% 3% 3% 3% 3% 3% 8% 8% 8% 2% 2% 2% Shared Lane Traffic Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 8 8 4 4 5 2 1 6 Permitted Phases 8 4 Detector Phase 8 8 8 4 4 4 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split 26.0 26.0 26.0 25.0 25.0 25.0 11.0 25.0 11.0 25.0 Total Split 26.0 26.0 26.0 25.0 25.0 25.0 11.0 78.0 11.0 78.0 Total Split 18.6% 18.6% 18.6% 17.9% 17.9% 17.9% 7.9% 55.7% 7.9% 55.7% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.0 8.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 133 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 2: Avondale Rd 1 & NE 95 St ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 2: Avondale Rd 1 & NE 95 St 3/14/2017 Bear Creek Rezone 8 Report 2019 195 Apartments AM Peak Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 29 6 57 56 4 30 4 665 8 9 2002 7 Number 3 8 18 7 4 14 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1845 1845 1900 1845 1845 1759 1759 1900 1863 1569 1900 Adj Flow Rate, veh/h 32 7 63 62 4 33 4 739 9 10 2224 8 Adj No. of Lanes 0 1 1 0 1 1 1 2 0 1 2 0 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 3 3 3 3 3 3 8 8 8 2 2 2 Cap, veh/h 79 17 85 85 6 81 7 2509 31 16 2210 8 Arrive On Green 0.05 0.05 0.05 0.05 0.05 0.05 0.01 1.00 1.00 0.01 0.73 0.75 Sat Flow, veh/h 1454 318 1568 1655 107 1568 1675 3382 41 1774 3046 11 Grp Volume(v), veh/h 39 0 63 66 0 33 4 365 383 10 1087 1145 Grp Sat Flow(s),veh/h/ln 1772 0 1568 1762 0 1568 1675 1671 1752 1774 1490 1567 Q Serve(g_s), s 3.0 0.0 5.5 5.2 0.0 2.9 0.3 0.0 0.0 0.8 101.6 101.6 Cycle Q Clear(g_c), s 3.0 0.0 5.5 5.2 0.0 2.9 0.3 0.0 0.0 0.8 101.6 101.6 Prop In Lane 0.82 1.00 0.94 1.00 1.00 0.02 1.00 0.01 Lane Grp Cap(c), veh/h 96 0 85 91 0 81 7 1240 1300 16 1081 1137 V/C Ratio(X) 0.40 0.00 0.74 0.73 0.00 0.41 0.58 0.29 0.29 0.61 1.01 1.01 Avail Cap(c_a), veh/h 266 0 235 252 0 224 72 1240 1300 76 1081 1137 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay s/veh 64.0 0.0 65.2 65.4 0.0 64.3 69.3 0.0 0.0 69.1 19.2 19.2 Incr Delay (d2), s/veh 2.7 0.0 11.7 10.4 0.0 3.3 58.0 0.6 0.6 31.8 28.8 28.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 2.7 2.8 0.0 1.3 0.3 0.2 0.2 0.5 49.8 52.2 Delay(d),s/veh 66.7 0.0 76.9 75.8 0.0 67.6 127.3 0.6 0.6 100.9 48.0 47.6 LOS E E E E F A A F F F Approach Vol, veh/h 102 99 752 2242 Approach Delay, s/veh 73.0 73.1 1.2 48.0 Approach LOS E E A D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.3 108.9 12.2 5.6 109.6 12.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 6.0 73.0 20.0 6.0 73.0 21.0 Max Q Clear Time (g_c+I1), s 2.8 2.0 7.2 2.3 104.6 7.5 Green Ext Time s 0.0 39.6 0.2 0.0 0.0 0.2 Intersection Summary HCM 2010 Ctrl Delay 38.6 HCM 2010 LOS D ---PAGE BREAK--- Lanes, Volumes, Timings 3: Avondale Rd 1 & 180th Ave NE 3/14/2017 Bear Creek Rezone 8 Report 2019 195 Apartments AM Peak Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 8 0 50 83 0 21 10 669 22 6 2166 5 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1600 1900 Storage Length (ft) 0 0 0 0 200 0 100 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 35 25 Link Distance (ft) [PHONE REDACTED] 1512 Travel Time 18.7 15.9 47.2 41.2 Confl. Peds. 5 5 5 7 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles 2% 2% 2% 2% 2% 2% 5% 5% 5% 2% 2% 2% Shared Lane Traffic Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 5.0 5.0 4.0 4.0 5.0 4.0 Minimum Split 25.0 25.0 26.0 26.0 10.0 25.0 10.0 28.0 Total Split 26.0 26.0 26.0 26.0 10.0 104.0 10.0 104.0 Total Split 18.6% 18.6% 18.6% 18.6% 7.1% 74.3% 7.1% 74.3% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 3.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 8.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 17 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 3: Avondale Rd 1 & 180th Ave NE ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 3: Avondale Rd 1 & 180th Ave NE 3/14/2017 Bear Creek Rezone 8 Report 2019 195 Apartments AM Peak Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 8 0 50 83 0 21 10 669 22 6 2166 5 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1810 1810 1900 1863 1569 1900 Adj Flow Rate, veh/h 9 0 54 90 0 23 11 727 24 7 2354 5 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 5 5 5 2 2 2 Cap, veh/h 42 12 147 161 2 30 17 2649 87 15 2310 5 Arrive On Green 0.10 0.00 0.10 0.10 0.00 0.10 0.02 1.00 1.00 0.02 1.00 1.00 Sat Flow, veh/h [PHONE REDACTED] 1100 20 286 1723 3396 112 1774 3051 6 Grp Volume(v), veh/h 63 0 0 113 0 0 11 368 383 7 1149 1210 Grp Sat Flow(s),veh/h/ln 1640 0 0 1406 0 0 1723 1719 1789 1774 1490 1567 Q Serve(g_s), s 0.0 0.0 0.0 5.7 0.0 0.0 0.9 0.0 0.0 0.5 0.0 102.2 Cycle Q Clear(g_c), s 5.1 0.0 0.0 10.9 0.0 0.0 0.9 0.0 0.0 0.5 0.0 102.2 Prop In Lane 0.14 0.86 0.80 0.20 1.00 0.06 1.00 0.00 Lane Grp Cap(c), veh/h 200 0 0 193 0 0 17 1341 1396 15 1128 1187 V/C Ratio(X) 0.31 0.00 0.00 0.59 0.00 0.00 0.64 0.27 0.27 0.46 1.02 1.02 Avail Cap(c_a), veh/h 270 0 0 255 0 0 62 1341 1396 63 1128 1187 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.98 0.98 0.98 0.17 0.17 0.17 Uniform Delay s/veh 58.5 0.0 0.0 60.9 0.0 0.0 68.4 0.0 0.0 68.5 0.0 0.0 Incr Delay (d2), s/veh 0.9 0.0 0.0 2.8 0.0 0.0 33.0 0.5 0.5 3.6 15.9 15.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 0.0 4.4 0.0 0.0 0.6 0.2 0.2 0.3 5.0 5.2 Delay(d),s/veh 59.3 0.0 0.0 63.7 0.0 0.0 101.4 0.5 0.5 72.1 15.9 15.9 LOS E E F A A E F F Approach Vol, veh/h 63 [PHONE REDACTED] Approach Delay, s/veh 59.3 63.7 1.9 16.1 Approach LOS E E A B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.2 114.2 19.6 6.4 114.0 19.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 5.0 99.0 21.0 5.0 99.0 21.0 Max Q Clear Time (g_c+I1), s 2.5 2.0 7.1 2.9 104.2 12.9 Green Ext Time s 0.0 96.4 0.8 0.0 0.0 0.6 Intersection Summary HCM 2010 Ctrl Delay 15.3 HCM 2010 LOS B ---PAGE BREAK--- Lanes, Volumes, Timings 4: Avondale Rd 1 & Avondale Way 3/14/2017 Bear Creek Rezone 8 Report 2019 195 Apartments AM Peak Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 98 1 0 609 2043 414 Ideal Flow 1900 1900 1900 1900 1600 1900 Storage Length (ft) 500 20 0 100 Storage Lanes 1 1 0 1 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 30 35 25 Link Distance (ft) 1136 883 2421 Travel Time 25.8 17.2 66.0 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Heavy Vehicles 2% 2% 8% 8% 2% 2% Shared Lane Traffic Turn Type Prot Prot NA NA Free Protected Phases 4 4 2 6 Permitted Phases 2 Free Detector Phase 4 4 2 6 Switch Phase Minimum Initial 5.0 5.0 7.0 7.0 Minimum Split 10.0 10.0 12.0 12.0 Total Split 15.0 15.0 125.0 125.0 Total Split 10.7% 10.7% 89.3% 89.3% Yellow Time 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 3.0 Total Lost Time 5.0 5.0 5.0 8.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 77 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 70 Control Type: Actuated-Coordinated Splits and Phases: 4: Avondale Rd 1 & Avondale Way ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 4: Avondale Rd 1 & Avondale Way 3/14/2017 Bear Creek Rezone 8 Report 2019 195 Apartments AM Peak Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 98 1 0 609 2043 414 Number 7 14 5 2 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 0 1759 1569 1863 Adj Flow Rate, veh/h 101 1 0 628 2106 0 Adj No. of Lanes 2 1 0 2 2 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 0 8 2 2 Cap, veh/h 151 69 0 2958 2573 1401 Arrive On Green 0.04 0.04 0.00 1.00 1.00 0.00 Sat Flow, veh/h 3442 1583 0 3519 3059 1583 Grp Volume(v), veh/h 101 1 0 628 2106 0 Grp Sat Flow(s),veh/h/ln 1721 1583 0 1671 1490 1583 Q Serve(g_s), s 4.0 0.1 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 4.0 0.1 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 Lane Grp Cap(c), veh/h 151 69 0 2958 2573 1401 V/C Ratio(X) 0.67 0.01 0.00 0.21 0.82 0.00 Avail Cap(c_a), veh/h 246 113 0 2958 2573 1401 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.99 0.99 0.00 0.92 0.09 0.00 Uniform Delay s/veh 65.9 64.1 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 5.0 0.1 0.0 0.2 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 0.0 0.1 0.1 0.0 Delay(d),s/veh 71.0 64.1 0.0 0.2 0.3 0.0 LOS E E A A Approach Vol, veh/h [PHONE REDACTED] Approach Delay, s/veh 70.9 0.2 0.3 Approach LOS E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 128.9 11.1 128.9 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 120.0 10.0 120.0 Max Q Clear Time (g_c+I1), s 2.0 6.0 3.0 Green Ext Time s 96.6 0.2 95.9 Intersection Summary HCM 2010 Ctrl Delay 2.8 HCM 2010 LOS A ---PAGE BREAK--- Lanes, Volumes, Timings 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd 3/14/2017 Bear Creek Rezone 8 Report 2019 195 Apartments AM Peak Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 6 354 84 750 280 148 75 405 [PHONE REDACTED] 8 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1600 1900 Storage Length (ft) 200 0 0 260 150 0 400 120 Storage Lanes 1 0 2 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 35 35 25 Link Distance (ft) 455 647 504 883 Travel Time 10.3 12.6 9.8 24.1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Heavy Vehicles 2% 2% 2% 7% 7% 7% 5% 5% 5% 2% 2% 2% Shared Lane Traffic Turn Type Prot NA Prot NA pm+ov Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 1 5 2 3 1 6 Permitted Phases 8 2 Detector Phase 7 4 3 8 1 5 2 3 1 6 Switch Phase Minimum Initial 6.0 6.0 6.0 6.0 8.0 5.0 8.0 6.0 8.0 8.0 Minimum Split 25.0 34.0 25.0 30.0 13.0 11.0 32.5 25.0 13.0 30.5 Total Split 25.0 34.0 39.0 48.0 31.0 11.0 36.0 39.0 31.0 56.0 Total Split 17.9% 24.3% 27.9% 34.3% 22.1% 7.9% 25.7% 27.9% 22.1% 40.0% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.5 1.0 1.0 1.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 5.5 5.0 5.0 8.5 Lead/Lag Lead Lead Lag Lag Lead Lead Lag Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None None C-Max None None C-Max Intersection Summary Area Type: Other Cycle Length: 140 Actuated Cycle Length: 140 Offset: 0 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green, Master Intersection Natural Cycle: 135 Control Type: Actuated-Coordinated Splits and Phases: 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd 3/14/2017 Bear Creek Rezone 8 Report 2019 195 Apartments AM Peak Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 6 354 84 750 280 148 75 405 [PHONE REDACTED] 8 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1776 1776 1776 1810 1810 1810 1863 1569 1900 Adj Flow Rate, veh/h 6 369 88 781 292 94 78 422 [PHONE REDACTED] 8 Adj No. of Lanes 1 2 0 2 1 1 1 2 1 1 3 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 7 7 7 5 5 5 2 2 2 Cap, veh/h 16 449 106 797 696 817 74 1043 [PHONE REDACTED] 8 Arrive On Green 0.01 0.16 0.16 0.41 0.65 0.65 0.04 0.30 0.30 0.05 0.13 0.14 Sat Flow, veh/h 1774 2843 671 3281 1776 1509 1723 3438 1538 1774 4399 21 Grp Volume(v), veh/h 6 228 229 781 292 94 78 422 [PHONE REDACTED] 598 Grp Sat Flow(s),veh/h/ln 1774 1770 1744 1640 1776 1509 1723 1719 1538 1774 1427 1565 Q Serve(g_s), s 0.5 17.4 17.8 32.9 11.0 2.5 6.0 13.6 13.1 18.1 53.3 53.3 Cycle Q Clear(g_c), s 0.5 17.4 17.8 32.9 11.0 2.5 6.0 13.6 13.1 18.1 53.3 53.3 Prop In Lane 1.00 0.38 1.00 1.00 1.00 1.00 1.00 0.01 Lane Grp Cap(c), veh/h 16 279 276 797 696 817 74 1043 [PHONE REDACTED] 608 V/C Ratio(X) 0.38 0.82 0.83 0.98 0.42 0.12 1.06 0.40 0.61 0.87 0.98 0.98 Avail Cap(c_a), veh/h 253 367 361 797 696 817 74 1043 [PHONE REDACTED] 608 HCM Platoon Ratio 1.00 1.00 1.00 1.67 1.67 1.67 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 0.43 0.43 0.43 Uniform Delay s/veh 69.0 57.0 57.1 41.3 16.6 8.7 67.0 38.7 7.6 65.2 60.6 60.6 Incr Delay (d2), s/veh 14.3 10.4 11.8 24.0 0.3 0.1 121.0 1.2 3.3 9.2 14.2 20.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 1.3 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 9.4 9.5 17.5 5.3 1.1 5.3 6.7 6.4 9.6 23.3 26.6 Delay(d),s/veh 83.3 67.3 69.0 65.2 16.9 8.8 189.3 39.9 10.9 74.4 74.8 80.9 LOS F E E E B A F D B E E F Approach Vol, veh/h 463 1167 1016 1919 Approach Delay, s/veh 68.3 48.6 36.6 76.6 Approach LOS E D D E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 25.9 48.0 39.0 27.1 11.0 62.9 6.2 59.9 Change Period (Y+Rc), s 5.0 5.5 5.0 5.0 5.0 5.5 5.0 5.0 Max Green Setting (Gmax), s 26.0 30.5 34.0 29.0 6.0 50.5 20.0 43.0 Max Q Clear Time (g_c+I1), s 20.1 15.6 34.9 19.8 8.0 56.3 2.5 13.0 Green Ext Time s 0.8 13.8 0.0 2.3 0.0 0.0 0.0 11.9 Intersection Summary HCM 2010 Ctrl Delay 59.7 HCM 2010 LOS E Notes User approved ignoring U-Turning movement. ---PAGE BREAK--- Lanes, Volumes, Timings 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd 3/14/2017 Bear Creek Rezone 8 Report 2019 With 195 apartments PM Peak Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 11 4 22 382 2 306 29 1558 0 231 890 19 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1600 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 150 0 150 0 Storage Lanes 0 1 1 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 40 Link Distance (ft) 174 [PHONE REDACTED] Travel Time 4.7 5.6 10.4 34.7 Confl. Peds. 3 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles 0% 0% 0% 1% 1% 1% 1% 1% 1% 2% 2% 2% Shared Lane Traffic 50% Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split 25.0 25.0 25.0 25.0 25.0 25.0 11.0 25.0 11.0 25.0 Total Split 25.0 25.0 25.0 35.0 35.0 35.0 18.0 76.0 24.0 82.0 Total Split 15.6% 15.6% 15.6% 21.9% 21.9% 21.9% 11.3% 47.5% 15.0% 51.3% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 8.0 5.0 5.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lag Lag Lead Lead Lead-Lag Optimize? Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 154 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 1: Avondale Rd 1/Avondale Rd & Novelty Hill Rd 3/14/2017 Bear Creek Rezone 8 Report 2019 With 195 apartments PM Peak Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 11 4 22 382 2 306 29 1558 0 231 890 19 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1900 1900 1881 1881 1881 1881 1584 0 1863 1863 1900 Adj Flow Rate, veh/h 11 4 0 391 0 71 30 1590 0 236 908 19 Adj No. of Lanes 0 1 1 2 0 1 1 2 0 1 2 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 0 0 0 1 1 1 1 1 0 2 2 2 Cap, veh/h 25 9 30 487 0 [PHONE REDACTED] 0 211 1706 36 Arrive On Green 0.02 0.02 0.00 0.14 0.00 0.14 0.16 0.39 0.00 0.12 0.48 0.48 Sat Flow, veh/h 1344 489 1615 3583 0 1599 1792 3089 0 1774 3545 74 Grp Volume(v), veh/h 15 0 0 391 0 71 30 1590 0 236 453 474 Grp Sat Flow(s),veh/h/ln 1833 0 1615 1792 0 1599 1792 1505 0 1774 1770 1850 Q Serve(g_s), s 1.3 0.0 0.0 16.9 0.0 6.4 2.3 79.7 0.0 19.0 28.6 28.6 Cycle Q Clear(g_c), s 1.3 0.0 0.0 16.9 0.0 6.4 2.3 79.7 0.0 19.0 28.6 28.6 Prop In Lane 0.73 1.00 1.00 1.00 1.00 0.00 1.00 0.04 Lane Grp Cap(c), veh/h 34 0 30 487 0 [PHONE REDACTED] 0 211 852 890 V/C Ratio(X) 0.44 0.00 0.00 0.80 0.00 0.33 0.07 0.91 0.00 1.12 0.53 0.53 Avail Cap(c_a), veh/h 229 0 202 672 0 [PHONE REDACTED] 0 211 852 890 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 0.00 0.90 0.90 0.90 Uniform Delay s/veh 77.7 0.0 0.0 67.0 0.0 62.5 52.1 44.6 0.0 70.5 28.9 28.9 Incr Delay (d2), s/veh 8.5 0.0 0.0 4.9 0.0 0.9 0.1 8.3 0.0 94.9 2.1 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 0.0 8.7 0.0 2.9 1.1 35.3 0.0 14.9 14.5 15.1 Delay(d),s/veh 86.1 0.0 0.0 71.9 0.0 63.4 52.2 53.0 0.0 165.4 31.1 31.0 LOS F E E D D F C C Approach Vol, veh/h 15 462 1620 1163 Approach Delay, s/veh 86.1 70.6 52.9 58.3 Approach LOS F E D E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 24.0 101.2 8.0 43.2 82.0 26.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 71.0 20.0 13.0 77.0 30.0 Max Q Clear Time (g_c+I1), s 21.0 82.7 3.3 4.3 30.6 18.9 Green Ext Time s 0.0 0.0 0.0 7.6 10.3 2.8 Intersection Summary HCM 2010 Ctrl Delay 57.5 HCM 2010 LOS E Notes User approved volume balancing among the lanes for turning movement. ---PAGE BREAK--- Lanes, Volumes, Timings 2: Avondale Rd 1 & NE 95 St 3/14/2017 Bear Creek Rezone 8 Report 2019 With 195 apartments PM Peak Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 16 0 27 28 8 60 33 2097 83 66 1118 18 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1600 1900 1900 1900 1900 Storage Length (ft) 0 25 0 25 160 0 125 0 Storage Lanes 0 1 0 1 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 40 Link Distance (ft) [PHONE REDACTED] 538 Travel Time 10.6 17.6 41.2 9.2 Confl. Peds. 2 2 3 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles 0% 0% 0% 0% 0% 0% 1% 1% 1% 3% 3% 3% Shared Lane Traffic Turn Type Split NA Perm Split NA Perm Prot NA Prot NA Protected Phases 4 4 8 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 4 8 8 8 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split 26.0 26.0 26.0 26.0 26.0 26.0 11.0 25.0 11.0 25.0 Total Split 19.0 19.0 19.0 23.0 23.0 23.0 15.0 102.0 16.0 103.0 Total Split 11.9% 11.9% 11.9% 14.4% 14.4% 14.4% 9.4% 63.8% 10.0% 64.4% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 3.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 8.0 5.0 5.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lag Lag Lead Lead Lead-Lag Optimize? Recall Mode None None None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 111 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 2: Avondale Rd 1 & NE 95 St ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 2: Avondale Rd 1 & NE 95 St 3/14/2017 Bear Creek Rezone 8 Report 2019 With 195 apartments PM Peak Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 16 0 27 28 8 60 33 2097 83 66 1118 18 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1900 1900 1900 1900 1900 1881 1584 1900 1845 1845 1900 Adj Flow Rate, veh/h 16 0 27 28 8 61 33 2118 84 67 1129 18 Adj No. of Lanes 0 1 1 0 1 1 1 2 0 1 2 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 0 0 0 0 0 0 1 1 1 3 3 3 Cap, veh/h 51 0 44 71 20 81 330 2155 85 84 2163 34 Arrive On Green 0.03 0.00 0.03 0.05 0.05 0.05 0.37 1.00 1.00 0.05 0.61 0.61 Sat Flow, veh/h 1810 0 1580 1422 406 1615 1792 2952 116 1757 3531 56 Grp Volume(v), veh/h 16 0 27 36 0 61 33 1073 1129 67 560 587 Grp Sat Flow(s),veh/h/ln 1810 0 1580 1829 0 1615 1792 1505 1563 1757 1752 1835 Q Serve(g_s), s 1.4 0.0 2.7 3.1 0.0 6.0 1.9 0.0 0.0 6.0 29.1 29.1 Cycle Q Clear(g_c), s 1.4 0.0 2.7 3.1 0.0 6.0 1.9 0.0 0.0 6.0 29.1 29.1 Prop In Lane 1.00 1.00 0.78 1.00 1.00 0.07 1.00 0.03 Lane Grp Cap(c), veh/h 51 0 44 92 0 81 330 1099 1142 84 1073 1124 V/C Ratio(X) 0.32 0.00 0.61 0.39 0.00 0.75 0.10 0.98 0.99 0.80 0.52 0.52 Avail Cap(c_a), veh/h 158 0 138 206 0 [PHONE REDACTED] 1142 121 1073 1124 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.16 0.16 0.16 1.00 1.00 1.00 Uniform Delay s/veh 76.2 0.0 76.9 73.6 0.0 75.0 41.8 0.0 0.0 75.4 17.7 17.7 Incr Delay (d2), s/veh 3.5 0.0 12.7 2.7 0.0 13.1 0.0 6.7 8.5 20.6 1.8 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 0.0 1.3 1.6 0.0 3.0 1.0 2.1 2.7 3.4 14.5 15.2 Delay(d),s/veh 79.7 0.0 89.6 76.3 0.0 88.1 41.8 6.7 8.5 96.0 19.5 19.4 LOS E F E F D A A F B B Approach Vol, veh/h 43 97 2235 1214 Approach Delay, s/veh 85.9 83.7 8.2 23.7 Approach LOS F F A C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.7 124.8 9.5 34.5 103.0 13.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 11.0 97.0 14.0 10.0 98.0 18.0 Max Q Clear Time (g_c+I1), s 8.0 3.0 4.7 3.9 31.1 8.0 Green Ext Time s 0.0 29.2 0.0 4.8 5.6 0.2 Intersection Summary HCM 2010 Ctrl Delay 16.4 HCM 2010 LOS B Notes User approved pedestrian interval to be less than phase max green. ---PAGE BREAK--- Lanes, Volumes, Timings 3: Avondale Rd 1 & 180th Ave NE 3/14/2017 Bear Creek Rezone 8 Report 2019 With 195 apartments PM Peak Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 10 0 25 47 0 12 39 2212 86 21 1221 5 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1600 1900 1900 1900 1900 Storage Length (ft) 0 0 0 0 200 0 100 0 Storage Lanes 0 0 0 0 1 0 1 0 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 25 25 25 40 Link Distance (ft) [PHONE REDACTED] 1512 Travel Time 18.6 10.8 65.9 25.8 Confl. Peds. 5 5 5 5 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.92 0.95 0.95 Heavy Vehicles 2% 2% 2% 2% 2% 2% 1% 1% 1% 2% 2% 2% Shared Lane Traffic Turn Type Perm NA Perm NA Prot NA Prot NA Protected Phases 4 8 5 2 1 6 Permitted Phases 4 8 Detector Phase 4 4 8 8 5 2 1 6 Switch Phase Minimum Initial 4.0 4.0 5.0 5.0 4.0 4.0 4.0 4.0 Minimum Split 27.0 27.0 26.0 26.0 10.0 25.0 10.0 25.0 Total Split 27.0 27.0 27.0 27.0 14.0 123.0 10.0 119.0 Total Split 16.9% 16.9% 16.9% 16.9% 8.8% 76.9% 6.3% 74.4% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 0.0 3.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 8.0 5.0 5.0 Lead/Lag Lead Lag Lead Lag Lead-Lag Optimize? Recall Mode None None None None None C-Max None C-Max Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 86 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 3: Avondale Rd 1 & 180th Ave NE ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 3: Avondale Rd 1 & 180th Ave NE 3/14/2017 Bear Creek Rezone 8 Report 2019 With 195 apartments PM Peak Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 10 0 25 47 0 12 39 2212 86 21 1221 5 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 0.98 0.98 0.98 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1881 1584 1900 1863 1863 1900 Adj Flow Rate, veh/h 11 0 26 49 0 13 41 2328 91 23 1285 5 Adj No. of Lanes 0 1 0 0 1 0 1 2 0 1 2 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.92 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 1 1 1 2 2 2 Cap, veh/h 49 12 75 115 5 21 53 2377 92 29 2930 11 Arrive On Green 0.07 0.00 0.07 0.07 0.00 0.07 0.06 1.00 1.00 0.03 1.00 1.00 Sat Flow, veh/h [PHONE REDACTED] 1126 70 317 1792 2954 115 1774 3616 14 Grp Volume(v), veh/h 37 0 0 62 0 0 41 1178 1241 23 629 661 Grp Sat Flow(s),veh/h/ln 1606 0 0 1514 0 0 1792 1505 1564 1774 1770 1860 Q Serve(g_s), s 0.0 0.0 0.0 2.5 0.0 0.0 3.6 0.0 0.0 2.1 0.0 0.0 Cycle Q Clear(g_c), s 3.5 0.0 0.0 6.0 0.0 0.0 3.6 0.0 0.0 2.1 0.0 0.0 Prop In Lane 0.30 0.70 0.79 0.21 1.00 0.07 1.00 0.01 Lane Grp Cap(c), veh/h 136 0 0 141 0 0 53 1211 1258 29 1434 1507 V/C Ratio(X) 0.27 0.00 0.00 0.44 0.00 0.00 0.77 0.97 0.99 0.80 0.44 0.44 Avail Cap(c_a), veh/h 242 0 0 240 0 0 101 1211 1258 55 1434 1507 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 0.00 0.20 0.20 0.20 0.91 0.91 0.91 Uniform Delay s/veh 71.3 0.0 0.0 72.3 0.0 0.0 74.8 0.0 0.0 77.1 0.0 0.0 Incr Delay (d2), s/veh 1.1 0.0 0.0 2.1 0.0 0.0 4.7 6.7 8.4 34.9 0.9 0.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 0.0 0.0 2.8 0.0 0.0 1.8 2.3 2.9 1.3 0.4 0.4 Delay(d),s/veh 72.4 0.0 0.0 74.5 0.0 0.0 79.5 6.7 8.4 112.1 0.9 0.8 LOS E E E A A F A A Approach Vol, veh/h 37 62 2460 1313 Approach Delay, s/veh 72.4 74.5 8.8 2.8 Approach LOS E E A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.6 136.8 15.6 9.7 134.6 15.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 5.0 118.0 22.0 9.0 114.0 22.0 Max Q Clear Time (g_c+I1), s 4.1 3.0 5.5 5.6 2.0 8.0 Green Ext Time s 0.0 114.3 0.4 0.0 111.3 0.4 Intersection Summary HCM 2010 Ctrl Delay 8.4 HCM 2010 LOS A ---PAGE BREAK--- Lanes, Volumes, Timings 4: Avondale Rd 1 & Avondale Way 3/14/2017 Bear Creek Rezone 8 Report 2019 With 195 apartments PM Peak Lane Group EBL EBR NBL NBT SBT SBR Lane Configurations Volume (vph) 706 47 0 1831 965 428 Ideal Flow 1900 1900 1900 1600 1900 1900 Storage Length (ft) 500 20 0 100 Storage Lanes 1 1 0 1 Taper Length (ft) 25 25 Right Turn on Red Yes Yes Link Speed (mph) 30 25 40 Link Distance (ft) [PHONE REDACTED] Travel Time 12.1 23.8 41.2 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Heavy Vehicles 1% 1% 1% 1% 2% 2% Shared Lane Traffic Turn Type Prot Prot NA NA Free Protected Phases 4 4 2 6 Permitted Phases 2 Free Detector Phase 4 4 2 6 Switch Phase Minimum Initial 5.0 5.0 7.0 7.0 Minimum Split 10.0 10.0 12.0 12.0 Total Split 58.0 58.0 102.0 102.0 Total Split 36.3% 36.3% 63.8% 63.8% Yellow Time 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 Lost Time Adjust 0.0 0.0 3.0 0.0 Total Lost Time 5.0 5.0 8.0 5.0 Lead/Lag Lead-Lag Optimize? Recall Mode None None C-Max C-Max Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 1 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green Natural Cycle: 100 Control Type: Actuated-Coordinated Splits and Phases: 4: Avondale Rd 1 & Avondale Way ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 4: Avondale Rd 1 & Avondale Way 3/14/2017 Bear Creek Rezone 8 Report 2019 With 195 apartments PM Peak Movement EBL EBR NBL NBT SBT SBR Lane Configurations Volume (veh/h) 706 47 0 1831 965 428 Number 7 14 5 2 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1881 1881 0 1584 1863 1863 Adj Flow Rate, veh/h 759 51 0 1969 1038 0 Adj No. of Lanes 2 1 0 2 2 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 1 0 1 2 2 Cap, veh/h 911 419 0 1976 2390 1069 Arrive On Green 0.26 0.26 0.00 0.87 0.22 0.00 Sat Flow, veh/h 3476 1599 0 3168 3632 1583 Grp Volume(v), veh/h 759 51 0 1969 1038 0 Grp Sat Flow(s),veh/h/ln 1738 1599 0 1505 1770 1583 Q Serve(g_s), s 33.0 3.9 0.0 102.0 40.4 0.0 Cycle Q Clear(g_c), s 33.0 3.9 0.0 102.0 40.4 0.0 Prop In Lane 1.00 1.00 0.00 1.00 Lane Grp Cap(c), veh/h 911 419 0 1976 2390 1069 V/C Ratio(X) 0.83 0.12 0.00 1.00 0.43 0.00 Avail Cap(c_a), veh/h 1151 530 0 1976 2390 1069 HCM Platoon Ratio 1.00 1.00 1.00 1.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 0.00 0.29 0.90 0.00 Uniform Delay s/veh 55.7 45.0 0.0 9.9 35.9 0.0 Incr Delay (d2), s/veh 4.3 0.1 0.0 10.0 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 16.4 1.7 0.0 42.8 20.0 0.0 Delay(d),s/veh 60.1 45.1 0.0 19.9 36.4 0.0 LOS E D B D Approach Vol, veh/h 810 1969 1038 Approach Delay, s/veh 59.1 19.9 36.4 Approach LOS E B D Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 Phs Duration (G+Y+Rc), s 113.1 46.9 113.1 Change Period (Y+Rc), s 5.0 5.0 5.0 Max Green Setting (Gmax), s 97.0 53.0 97.0 Max Q Clear Time (g_c+I1), s 105.0 35.0 42.4 Green Ext Time s 0.0 6.9 50.6 Intersection Summary HCM 2010 Ctrl Delay 32.7 HCM 2010 LOS C ---PAGE BREAK--- Lanes, Volumes, Timings 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd 3/14/2017 Bear Creek Rezone 8 Report 2019 With 195 apartments PM Peak Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 4 587 29 447 446 466 98 1341 1042 251 633 18 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1600 1900 1900 1900 1900 Storage Length (ft) 200 0 0 260 150 0 400 120 Storage Lanes 1 1 2 1 1 1 1 1 Taper Length (ft) 25 25 25 25 Right Turn on Red Yes Yes Yes Yes Link Speed (mph) 30 35 25 40 Link Distance (ft) 465 621 484 872 Travel Time 10.6 12.1 13.2 14.9 Confl. Peds. 8 4 4 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Heavy Vehicles 2% 2% 2% 2% 2% 2% 2% 2% 2% 4% 4% 4% Shared Lane Traffic Turn Type Prot NA Prot NA pm+ov Prot NA pm+ov Prot NA Protected Phases 7 4 3 8 1 5 2 3 1 6 Permitted Phases 8 2 Detector Phase 7 4 3 8 1 5 2 3 1 6 Switch Phase Minimum Initial 6.0 6.0 6.0 6.0 8.0 5.0 8.0 6.0 8.0 8.0 Minimum Split 20.0 34.0 25.0 30.0 18.0 12.0 40.0 25.0 18.0 40.0 Total Split 18.0 33.0 25.0 40.0 22.0 40.0 80.0 25.0 22.0 62.0 Total Split 11.3% 20.6% 15.6% 25.0% 13.8% 25.0% 50.0% 15.6% 13.8% 38.8% Yellow Time 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 All-Red Time 1.0 1.0 1.0 1.0 1.0 1.0 1.5 1.0 1.0 1.5 Lost Time Adjust 0.0 0.0 0.0 0.0 0.0 0.0 3.0 0.0 0.0 0.0 Total Lost Time 5.0 5.0 5.0 5.0 5.0 5.0 8.5 5.0 5.0 5.5 Lead/Lag Lead Lead Lag Lag Lag Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None None C-Max Intersection Summary Area Type: Other Cycle Length: 160 Actuated Cycle Length: 160 Offset: 0 Referenced to phase 2:NBT and 6:SBT, Start of 1st Green, Master Intersection Natural Cycle: 140 Control Type: Actuated-Coordinated Splits and Phases: 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd ---PAGE BREAK--- HCM 2010 Signalized Intersection Summary 5: Avondale Rd/Avondale Rd 1 & Union Hill Rd 3/14/2017 Bear Creek Rezone 8 Report 2019 With 195 apartments PM Peak Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 4 587 29 447 446 466 98 1341 1042 251 633 18 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1569 1863 1827 1827 1900 Adj Flow Rate, veh/h 4 593 29 452 451 368 99 1355 1018 254 639 18 Adj No. of Lanes 1 2 0 2 1 1 1 2 1 1 3 0 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 4 4 4 Cap, veh/h 11 601 29 430 547 [PHONE REDACTED] [PHONE REDACTED] 85 Arrive On Green 0.01 0.17 0.17 0.13 0.29 0.29 0.07 0.45 0.47 0.07 0.20 0.20 Sat Flow, veh/h 1774 3432 168 3442 1863 1577 1774 2980 1579 1740 4987 140 Grp Volume(v), veh/h 4 305 317 452 451 368 99 1355 1018 254 425 232 Grp Sat Flow(s),veh/h/ln 1774 1770 1830 1721 1863 1577 1774 1490 1579 1740 1663 1802 Q Serve(g_s), s 0.4 27.5 27.6 20.0 36.1 1.8 8.8 71.5 74.5 22.8 17.1 17.2 Cycle Q Clear(g_c), s 0.4 27.5 27.6 20.0 36.1 1.8 8.8 71.5 74.5 22.8 17.1 17.2 Prop In Lane 1.00 0.09 1.00 1.00 1.00 1.00 1.00 0.08 Lane Grp Cap(c), veh/h 11 310 320 430 547 [PHONE REDACTED] [PHONE REDACTED] 1097 V/C Ratio(X) 0.37 0.99 0.99 1.05 0.82 0.46 0.80 1.02 1.09 0.70 0.21 0.21 Avail Cap(c_a), veh/h 144 310 320 430 547 [PHONE REDACTED] [PHONE REDACTED] 1097 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 0.81 0.81 0.81 1.00 1.00 1.00 0.91 0.91 0.91 Uniform Delay s/veh 79.2 65.8 65.8 70.0 52.6 26.2 73.4 44.2 32.7 69.5 31.9 31.9 Incr Delay (d2), s/veh 19.6 47.2 47.0 53.0 8.2 0.3 4.5 29.1 57.4 5.5 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 17.5 18.2 12.7 19.8 10.6 4.5 34.8 47.2 11.6 7.9 8.7 Delay(d),s/veh 98.8 113.0 112.8 123.0 60.8 26.5 77.9 73.3 90.1 75.0 32.1 32.3 LOS F F F F E C E F F E C C Approach Vol, veh/h 626 1271 2472 911 Approach Delay, s/veh 112.8 73.0 80.4 44.1 Approach LOS F E F D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 39.5 80.0 25.0 33.0 16.1 103.4 6.0 52.0 Change Period (Y+Rc), s 5.5 * 5.5 5.0 5.0 5.0 5.5 5.0 5.0 Max Green Setting (Gmax), s 17.0 * 75 20.0 28.0 35.0 56.5 13.0 35.0 Max Q Clear Time (g_c+I1), s 24.8 76.5 22.0 29.6 10.8 20.1 2.4 38.1 Green Ext Time s 0.0 0.0 0.0 0.0 0.5 8.7 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 76.2 HCM 2010 LOS E Notes User approved pedestrian interval to be less than phase max green. User approved ignoring U-Turning movement. ---PAGE BREAK--- ATTACHMENT C Travel Time Worksheets ---PAGE BREAK--- Existing Travel Time Study on Avondale Road NE Corridor A travel time study was conducted on the Avondale Road NE corridor during the peak morning commute period (7:00-9:00 a.m.) and the peak afternoon commute period (4:00-6:00 p.m.) on three weekdays (Tuesday, January 12 through Thursday, January 14, 2016). Travel times were collected for both directions of Avondale Road NE (northbound and southbound) between the intersections of NE Union Hill Road and NE Novelty Hill Rd. The total distance between NE Union Hill Road and NE Novelty Hill Road is approximately 5,750 feet or 1.09 miles. The existing travel time data collected at each intersection along the study corridor included two values. The first recorded value was the time when delay started and the vehicle reached a travel speed of 10 miles per hour (mph) and the second recorded value was the time the vehicle travelled through the intersection (consistent with the methodology the City of Redmond uses for Travel Time studies). Therefore, if the two recorded values at a particular intersection are the same, then there was no delay associated with the intersection. The average travel time along the Avondale Road NE corridor was calculated by direction during the AM and PM peak periods for each of the three days observed. The average travel time was calculated by taking the total travel time for all the observations during the collection period (i.e 7-9 a.m. or 4-6 removing the maximum and minimum observed travel times during the time period, and dividing the remaining travel time by the remaining number of observations (total observations minus The three-day average peak period travel times were then calculated by averaging the travel times from each day (Tuesday through Thursday, January 12-14, 2016). ---PAGE BREAK--- 2019 With Project (347 Senior Housing Units) with Unsignalized Access ---PAGE BREAK--- Arterial Level of Service 5/10/2016 Bear Creek Rezone 8 Report 2019 347 senior housing AM Peak - 1% unsignalized Arterial Level of Service: NB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS Avondale Way III 35 21.4 2.2 23.6 0.17 25.5 B 180th Ave NE III 35 55.0 2.0 57.0 0.46 29.0 B NE 95 St III 35 34.4 3.7 38.1 0.29 27.1 B Novelty Hill Rd III 35 22.4 25.0 47.4 0.17 13.3 E Total III 133.2 32.9 166.1 1.09 23.6 C Arterial Level of Service: SB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS NE 95 St IV 25 31.4 24.5 55.9 0.17 11.2 D 180th Ave NE IV 25 43.8 15.9 59.7 0.29 17.3 C Avondale Way IV 25 70.2 5.1 75.3 0.46 21.9 B Union Hill Rd IV 25 30.1 105.1 135.2 0.17 4.5 F Total IV 175.5 150.6 326.1 1.09 12.0 D ---PAGE BREAK--- Arterial Level of Service 5/10/2016 Bear Creek Rezone 8 Report 2019 347 senior housing PM Peak - 1% unsignalized Arterial Level of Service: NB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS Avondale Way IV 25 29.7 29.1 58.8 0.17 10.1 D 180th Ave NE IV 25 70.1 15.2 85.3 0.46 19.3 B NE 95 St IV 25 43.8 41.1 84.9 0.29 12.1 D Novelty Hill Rd IV 25 31.4 70.6 102.0 0.17 6.2 F Total IV 175.0 156.0 331.0 1.08 11.8 D Arterial Level of Service: SB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS NE 95 St II 40 20.1 5.5 25.6 0.17 24.5 C 180th Ave NE II 40 29.2 7.9 37.1 0.29 27.8 C Avondale Way II 40 43.5 8.2 51.7 0.46 31.9 B Union Hill Rd II 40 19.0 11.6 30.6 0.17 19.4 D Total II 111.8 33.2 145.0 1.08 26.9 C ---PAGE BREAK--- 2019 With Project (155 Senior Housing Units) with Unsignalized Access ---PAGE BREAK--- Arterial Level of Service 5/10/2016 Bear Creek Rezone 8 Report 2019 155 senior housing AM Peak - 1% unsignalized Arterial Level of Service: NB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS Avondale Way III 35 21.4 2.2 23.6 0.17 25.5 B 180th Ave NE III 35 55.0 2.0 57.0 0.46 29.0 B NE 95 St III 35 34.4 3.8 38.2 0.29 27.0 B Novelty Hill Rd III 35 22.4 25.2 47.6 0.17 13.2 E Total III 133.2 33.2 166.4 1.09 23.5 C Arterial Level of Service: SB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS NE 95 St IV 25 31.4 24.5 55.9 0.17 11.2 D 180th Ave NE IV 25 43.8 15.8 59.6 0.29 17.3 C Avondale Way IV 25 70.2 4.8 75.0 0.46 22.0 B Union Hill Rd IV 25 30.1 101.1 131.2 0.17 4.6 F Total IV 175.5 146.2 321.7 1.09 12.2 D ---PAGE BREAK--- Arterial Level of Service 5/10/2016 Bear Creek Rezone 8 Report 2019 155 senior housing PM Peak - 1% unsignalized Arterial Level of Service: NB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS Avondale Way IV 25 29.7 26.6 56.3 0.17 10.6 D 180th Ave NE IV 25 70.1 15.1 85.2 0.46 19.4 B NE 95 St IV 25 43.8 40.5 84.3 0.29 12.2 D Novelty Hill Rd IV 25 31.4 69.8 101.2 0.17 6.2 F Total IV 175.0 152.0 327.0 1.08 11.9 D Arterial Level of Service: SB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS NE 95 St II 40 20.1 5.5 25.6 0.17 24.5 C 180th Ave NE II 40 29.2 7.9 37.1 0.29 27.8 C Avondale Way II 40 43.5 8.0 51.5 0.46 32.0 B Union Hill Rd II 40 19.0 11.6 30.6 0.17 19.4 D Total II 111.8 33.0 144.8 1.08 27.0 C ---PAGE BREAK--- 2019 With Project (248 Apartments) with Unsignalized Access ---PAGE BREAK--- Arterial Level of Service 5/10/2016 Bear Creek Rezone 8 Report 2019 Apartments AM Peak - 1% unsignalized Arterial Level of Service: NB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS Avondale Way III 35 21.4 2.2 23.6 0.17 25.5 B 180th Ave NE III 35 55.0 2.0 57.0 0.46 29.0 B NE 95 St III 35 34.4 3.8 38.2 0.29 27.0 B Novelty Hill Rd III 35 22.4 24.9 47.3 0.17 13.3 E Total III 133.2 32.9 166.1 1.09 23.6 C Arterial Level of Service: SB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS NE 95 St IV 25 31.4 24.7 56.1 0.17 11.2 D 180th Ave NE IV 25 43.8 16.0 59.8 0.29 17.2 C Avondale Way IV 25 70.2 5.8 76.0 0.46 21.7 B Union Hill Rd IV 25 30.1 113.2 143.3 0.17 4.2 F Total IV 175.5 159.7 335.2 1.09 11.7 D ---PAGE BREAK--- Arterial Level of Service 5/10/2016 Bear Creek Rezone 8 Report 2019 With Apartments PM Peak - 1% unsignalized Arterial Level of Service: NB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS Avondale Way IV 25 29.7 35.8 65.5 0.17 9.1 D 180th Ave NE IV 25 70.1 15.0 85.1 0.46 19.4 B NE 95 St IV 25 43.8 41.5 85.3 0.29 12.1 D Novelty Hill Rd IV 25 31.4 71.7 103.1 0.17 6.1 F Total IV 175.0 164.0 339.0 1.08 11.5 D Arterial Level of Service: SB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS NE 95 St II 40 20.1 5.5 25.6 0.17 24.5 C 180th Ave NE II 40 29.2 8.0 37.2 0.29 27.7 C Avondale Way II 40 43.5 8.6 52.1 0.46 31.7 B Union Hill Rd II 40 19.0 11.4 30.4 0.17 19.6 D Total II 111.8 33.5 145.3 1.08 26.9 C ---PAGE BREAK--- 2019 With Project (195 Apartments) with Unsignalized Access ---PAGE BREAK--- Arterial Level of Service 3/14/2017 Bear Creek Rezone 8 Report 2019 with 195 Apartments AM Peak - unsignalized Arterial Level of Service: NB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS Avondale Way III 35 21.4 2.0 23.4 0.17 25.7 B 180th Ave NE III 35 55.0 1.9 56.9 0.46 29.0 B NE 95 St III 35 34.4 3.9 38.3 0.29 26.9 B Novelty Hill Rd III 35 22.4 24.4 46.8 0.17 13.4 E Total III 133.2 32.2 165.4 1.09 23.7 C Arterial Level of Service: SB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS NE 95 St IV 25 31.4 24.5 55.9 0.17 11.2 D 180th Ave NE IV 25 43.8 16.0 59.8 0.29 17.2 C Avondale Way IV 25 70.2 5.7 75.9 0.46 21.8 B Union Hill Rd IV 25 30.1 109.8 139.9 0.17 4.3 F Total IV 175.5 156.0 331.5 1.09 11.8 D ---PAGE BREAK--- Arterial Level of Service 3/14/2017 Bear Creek Rezone 8 Report 2019 With 195 Apartments PM Peak - unsignalized Arterial Level of Service: NB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS Avondale Way IV 25 29.7 33.7 63.4 0.17 9.4 D 180th Ave NE IV 25 70.1 15.0 85.1 0.46 19.4 B NE 95 St IV 25 43.8 41.2 85.0 0.29 12.1 D Novelty Hill Rd IV 25 31.4 71.2 102.6 0.17 6.1 F Total IV 175.0 161.1 336.1 1.08 11.6 D Arterial Level of Service: SB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS NE 95 St II 40 20.1 5.5 25.6 0.17 24.5 C 180th Ave NE II 40 29.2 8.0 37.2 0.29 27.7 C Avondale Way II 40 43.5 8.5 52.0 0.46 31.7 B Union Hill Rd II 40 19.0 11.4 30.4 0.17 19.6 D Total II 111.8 33.4 145.2 1.08 26.9 C ---PAGE BREAK--- 2019 With Project (347 Senior Housing Units) with Signalized Access ---PAGE BREAK--- Arterial Level of Service 5/10/2016 Bear Creek Rezone 8 Report 2019 347 senior housing AM Peak - 1% Arterial Level of Service: NB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS Avondale Way III 35 21.4 2.4 23.8 0.17 25.3 B 180th Ave NE III 35 55.0 4.0 59.0 0.46 28.0 B NE 95 St III 35 34.4 3.8 38.2 0.29 27.0 B Novelty Hill Rd III 35 22.4 25.6 48.0 0.17 13.1 E Total III 133.2 35.8 169.0 1.09 23.1 C Arterial Level of Service: SB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS NE 95 St IV 25 31.4 24.5 55.9 0.17 11.2 D 180th Ave NE IV 25 43.8 15.6 59.4 0.29 17.4 C Avondale Way IV 25 70.2 6.2 76.4 0.46 21.6 B Union Hill Rd IV 25 30.1 104.2 134.3 0.17 4.5 F Total IV 175.5 150.5 326.0 1.09 12.0 D ---PAGE BREAK--- Arterial Level of Service 5/10/2016 Bear Creek Rezone 8 Report 2019 With 347 senior housing PM Peak 1% Arterial Level of Service: NB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS Avondale Way IV 25 29.7 29.1 58.8 0.17 10.1 D 180th Ave NE IV 25 70.1 13.9 84.0 0.46 19.6 B NE 95 St IV 25 43.8 39.8 83.6 0.29 12.3 D Novelty Hill Rd IV 25 31.4 70.3 101.7 0.17 6.2 F Total IV 175.0 153.1 328.1 1.08 11.9 D Arterial Level of Service: SB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS NE 95 St II 40 20.1 5.5 25.6 0.17 24.5 C 180th Ave NE II 40 29.2 9.8 39.0 0.29 26.4 C Avondale Way II 40 43.5 12.5 56.0 0.46 29.4 B Union Hill Rd II 40 19.0 9.0 28.0 0.17 21.2 D Total II 111.8 36.8 148.6 1.08 26.3 C ---PAGE BREAK--- 2019 With Project (155 Senior Housing Units) with Signalized Access ---PAGE BREAK--- Arterial Level of Service 5/10/2016 Bear Creek Rezone 8 Report 2019 155 senior housing AM Peak - 1% Arterial Level of Service: NB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS Avondale Way III 35 21.4 2.3 23.7 0.17 25.4 B 180th Ave NE III 35 55.0 3.6 58.6 0.46 28.2 B NE 95 St III 35 34.4 3.9 38.3 0.29 26.9 B Novelty Hill Rd III 35 22.4 25.9 48.3 0.17 13.0 E Total III 133.2 35.7 168.9 1.09 23.2 C Arterial Level of Service: SB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS NE 95 St IV 25 31.4 24.4 55.8 0.17 11.3 D 180th Ave NE IV 25 43.8 11.3 55.1 0.29 18.7 C Avondale Way IV 25 70.2 6.0 76.2 0.46 21.7 B Union Hill Rd IV 25 30.1 100.8 130.9 0.17 4.6 F Total IV 175.5 142.5 318.0 1.09 12.3 D ---PAGE BREAK--- Arterial Level of Service 5/10/2016 Bear Creek Rezone 8 Report 2019 With A155 senior housing PM Peak 1% Arterial Level of Service: NB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS Avondale Way IV 25 29.7 26.6 56.3 0.17 10.6 D 180th Ave NE IV 25 70.1 12.4 82.5 0.46 20.0 B NE 95 St IV 25 43.8 39.6 83.4 0.29 12.4 D Novelty Hill Rd IV 25 31.4 69.5 100.9 0.17 6.2 F Total IV 175.0 148.1 323.1 1.08 12.1 D Arterial Level of Service: SB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS NE 95 St II 40 20.1 5.5 25.6 0.17 24.5 C 180th Ave NE II 40 29.2 9.4 38.6 0.29 26.7 C Avondale Way II 40 43.5 12.8 56.3 0.46 29.3 B Union Hill Rd II 40 19.0 8.7 27.7 0.17 21.5 D Total II 111.8 36.4 148.2 1.08 26.3 C ---PAGE BREAK--- 2019 With Project (248 Apartments) with Signalized Access ---PAGE BREAK--- Arterial Level of Service 5/10/2016 Bear Creek Rezone 8 Report 2019 248 Apartments AM Peak - 1% Arterial Level of Service: NB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS Avondale Way III 35 21.4 2.5 23.9 0.17 25.2 B 180th Ave NE III 35 55.0 4.8 59.8 0.46 27.6 B NE 95 St III 35 34.4 3.8 38.2 0.29 27.0 B Novelty Hill Rd III 35 22.4 24.9 47.3 0.17 13.3 E Total III 133.2 36.0 169.2 1.09 23.1 C Arterial Level of Service: SB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS NE 95 St IV 25 31.4 24.7 56.1 0.17 11.2 D 180th Ave NE IV 25 43.8 25.7 69.5 0.29 14.8 C Avondale Way IV 25 70.2 5.4 75.6 0.46 21.8 B Union Hill Rd IV 25 30.1 112.7 142.8 0.17 4.2 F Total IV 175.5 168.5 344.0 1.09 11.4 D ---PAGE BREAK--- Arterial Level of Service 5/10/2016 Bear Creek Rezone 8 Report 2019 With Apartments PM Peak 1% Arterial Level of Service: NB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS Avondale Way IV 25 29.7 35.8 65.5 0.17 9.1 D 180th Ave NE IV 25 70.1 27.4 97.5 0.46 16.9 C NE 95 St IV 25 43.8 36.2 80.0 0.29 12.9 D Novelty Hill Rd IV 25 31.4 71.4 102.8 0.17 6.1 F Total IV 175.0 170.8 345.8 1.08 11.3 D Arterial Level of Service: SB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS NE 95 St II 40 20.1 5.5 25.6 0.17 24.5 C 180th Ave NE II 40 29.2 10.3 39.5 0.29 26.1 C Avondale Way II 40 43.5 13.0 56.5 0.46 29.2 B Union Hill Rd II 40 19.0 8.7 27.7 0.17 21.5 D Total II 111.8 37.5 149.3 1.08 26.1 C ---PAGE BREAK--- 2019 With Project (195 Apartments) with Signalized Access ---PAGE BREAK--- Arterial Level of Service 3/14/2017 Bear Creek Rezone 8 Report 2019 195 Apartments AM Peak Arterial Level of Service: NB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS Avondale Way III 35 21.4 2.2 23.6 0.17 25.5 B 180th Ave NE III 35 55.0 3.1 58.1 0.46 28.4 B NE 95 St III 35 34.4 3.9 38.3 0.29 26.9 B Novelty Hill Rd III 35 22.4 25.5 47.9 0.17 13.1 E Total III 133.2 34.7 167.9 1.09 23.3 C Arterial Level of Service: SB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS NE 95 St IV 25 31.4 24.5 55.9 0.17 11.2 D 180th Ave NE IV 25 43.8 21.4 65.2 0.29 15.8 C Avondale Way IV 25 70.2 5.2 75.4 0.46 21.9 B Union Hill Rd IV 25 30.1 109.1 139.2 0.17 4.3 F Total IV 175.5 160.2 335.7 1.09 11.7 D ---PAGE BREAK--- Arterial Level of Service 3/14/2017 Bear Creek Rezone 8 Report 2019 With 195 apartments PM Peak Arterial Level of Service: NB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS Avondale Way IV 25 29.7 33.7 63.4 0.17 9.4 D 180th Ave NE IV 25 70.1 18.7 88.8 0.46 18.6 C NE 95 St IV 25 43.8 42.1 85.9 0.29 12.0 D Novelty Hill Rd IV 25 31.4 71.4 102.8 0.17 6.1 F Total IV 175.0 165.9 340.9 1.08 11.4 D Arterial Level of Service: SB Avondale Rd 1 Arterial Flow Running Signal Travel Dist Arterial Arterial Cross Street Class Speed Time Delay Time (mi) Speed LOS NE 95 St II 40 20.1 5.5 25.6 0.17 24.5 C 180th Ave NE II 40 29.2 6.7 35.9 0.29 28.7 B Avondale Way II 40 43.5 9.5 53.0 0.46 31.1 B Union Hill Rd II 40 19.0 9.5 28.5 0.17 20.9 D Total II 111.8 31.2 143.0 1.08 27.3 C